HomeMy WebLinkAbout017-260-163m
011-410-163 $ER1
WEIBEL, Garey
141 Alm Bluffs Dr., Chico
New Single Family
011-410-163 PERMI'
WEIBEL
141 Alm Bluff Dr., Chic
Cont; Robert Hill
New Pri Swimming Pool
(217- 2W-/63
COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION
" 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO.
APPLICATION AND PERMIT 97-0118
ASSESSOR PARCEL NUMBER
011-41-0-163
ZONING
BUILDING PERMIT
OWNER GARY WEIBEL
TELEPHONE
SQ. FT. OCC. BUILDING VALUATION
1216 6,080
OWNER'S MAIUNG ADDRESS
141 ALM BLUFFS DRIVE CHICO
CONTRACTOR'S NAME
JAMES SERRAO CONST
TELEPHONE
CONTRACTORS MAILING ADDRESS
Fireplace
CONSTRUCTION LENDER
UNI(NOWN
Total Valuation $
Filing Fee
$ 20.00
LENDER'S MAILING ADDRESS
Permit Fee
$ 90.00
ARCHITECT OR ENGINEER
LICENSE NO.
Plan Checking Fee
$
Energy Plan Checking Fee
$
ARCHITECT OR ENGINEERS MAILING ADDRESS
Penalty
$
BUILDINGADDRESS
PERMITFEE
$ 110.00
PLUMBINGPERMIT
Filing Fee 20.00
Each Trap
7.00
LOT NO.
SUBDIVISION'S NAME
PARCEL MAP
Solar or heat pump water heater
23.00
Water piping
15.00
USEOFSTRUCTURE
SF ❑X Duplex ❑ Mobilehome ❑ Other
SPECIFY
Each gas water heater or vent
15.00
Gas piping system 1 - 5 outlets
15.00
Building sewer
15.00
TYPE OF WORK
New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other CY
Describe Work: UNDERFLOOR AREA CONV TO STG
—
Mobile Home I S I G W 1
920.00
PERMITTEE
$
Contractor
ELECTRICAL PERMIT
Filinq Fee 20:00
Main Service / OOOV OR LESS
200A OR LESS )
23.00
Main Service ( 200A TO I000A )
46.00
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.
1 R y 2
License Class %3 Lic. No. Lv CP
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
NEW CONST. DWELLING OCCUP.
OR ADDNS. ( a ACC. BLDS. )
SO.
3.52 FT.
NEW CONST. MULTI -OUTLET
NON-RESID. ( BRANCH CIRCUITS )
@7.50
POER APPARATUS
LIGHTS (a SINWGLE OUTLET CIR. )
15.00
Ex. Occup. (OUTLET OR FIXTURES )
sA� s2a @ 1.00
o
Ex. Occup. ( OUTIETs RES D.)EA)
5.00
Temporary Service
23.00
Mobile Home Facilities
20.00
Misc. Wiring
23.00
PERMITFEE
$
Contractor
WORKERS' COMPENSATION DECLARATION
I h-dreebby affirm under penalty of perjury one of the following declarations:
A►/ I have and will maintain a certificate of consent to self -insure for workers'
Y compensation, as provided for by section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
0-1'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
Filing Fee 20.00
9
Heating
Cooling
Hood
6.50
Ventilation
PERMITFEE
$
Contractor
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.)
❑ 1 certify that in the 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 provisions of section 3700 of the Labor Code, I shall
forth ith comply with tho provisions.
X Date H'L 3
Signa re of Applicant - Owner 06ftntractor ❑ Agent
An SHA permit is required for excavations over 60" deep and demolition or construction
of structures over 3 stories in height.
Mobile Home Installation Fee
$
Energy Inspection Fee Is
OCC
i1
CONST. TYPE
VNTOTAL
FEE $ 145.00
HAZ.
D. FEES
IMP FLOOD
CDF
PARCEL
X
PD HD
ISSUE
This permit is hereby issued under the
of the Butte County Code and/or
indicated above for which fees have
By
PERMITEXPIRESON
I
applicable provisions
Resolutions to do work
been paid.
Date
(Date)
Receipt No. 209554
WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT
��� �o�- a�fe fo
�j�' �f,��t i� d�, s f;�,e
�nr�r �o�d 5���lsf'or�
rE� � �� _ ca,��s�r��e
�l� o��
�o�
�as�t�8'
Mon. Tues. Wedn. Thurs. Fri. Sat. Sun.
Employee
Employee
Number
Position
December
30
Decembe
31
January
1
January
2
January
3
January
4
January
5
Vieira, Michael C. 32103 Manager
9.25
4.50
9.00
8.30
7.50
Rutherford, Scott 25153 Supervisor, BI
3.00
6.00
5.50
Kellogg, George 33294 PI Ck Engr.
4.50
7.25
6.50
Taylor, Rod 27027 Suprvsg. BI
7.00
7.00
7.00
8.00
Barron, Bill 27232 Suprvsg. BI
Aznoe, Gary 29359 BI -II
2.00
0.50
League, Bart 29986 BI -II
Gibbons, Glenn 27838 BI -II
12.00
6.00
12.00
6.00
Nelson, Carl 29358 BI -II
12.00
6.00
Wasney, Dave 29256 BI -II
Sexton, Linda 27766 BPCII
Whitney, Martha 33401 BPCII
Brown, Gary 33295 CEO
Johnson, Scot 29669 CEO
21.00
18.50
18.00
-12.00
Larsen, Brian 31281 Admin Analy
3.00
Brandel, Anne 23854 SBISS
Sperling, Donna 9953 OA -III
Mefford, Alice 24981 Pmt App
Lawson, Jud 31295 OA -III
Total
21.00
18.50
1 18.00 1
21.00
41.30
1 25.00
Mon. Tues. Wedn. Thurs. Fri. Sat. Sun.
Employee
Employee
Number
Position
1
January
6
January
7
January
8
January
9
January
10
January
11
January
12
Vieira, Michael C. 32103 Manager
9.25
4.50
Rutherford, Scott 25153 Supervisor, BI
3.00
Kellogg, George 33294 PI Ck Engr.
4.50
7.25
6.50
Taylor, Rod 27027 Suprvsg. BI
7.00
7.00
7.00
8.00
Barron, Bill 27232 Suprvsg. BI
Aznoe, Gary 29359 BI -II
2.00
0.50
League, Bart 29986 BI -II
Gibbons, Glenn 27838 BI -II
12.00
6.00
Nelson, Carl 29358 BI -II
�oE
Ar(:::y 7_,,
COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION
7 County Center Drive - Oroville, California 95965 - Telephone (916) 538- 541 _ PERMIT NO.
APPLICATION AND PERMIT - - - - --
ASSESSOR PARCEL NUMBER
%D i
(TELEPHONE
ZONING
BUILDING PERMIT
OWNER
SO. FT. OCC. BUILDING VALUATION
OWNERS MAILING ADDRESS
CONTRACTOR'S NAME
TELEPHONE
CONTRACTORS MAILING ADDRESS
Fireplace
CONSTRUCTION LENDER
U404OWN
Total Valuation i$
Fling Fee
$ 20.00
LENDER'S MAIUNG ADDRESS
Permit Fee
$26,00
ARCHITECT OR ENGINEER
LICENSE NO.
Plan Checking Fee
$
Energy Plan Checking Fee
$
ARCHITECT OR ENGINEERS MAILING ADDRESS
Penalty
$
BUILDING ADDRESS
PERMITFEE
$//0,()6
PLUMBINGPERMIT
Filing Fee 20.00
Each Trap
.00
LOT NO. SUBDNISIONSNAME PARCEL MAP
Solar or heat pump water heater
23.00
USE OF STRUCTURE
SF X Duplex ❑ Mobilehome O Other
- SPECIFY
Water piping —
15.00
Each gas water heater or vent
15.00
Gas piping system 1 - 5 outofs
15.00
Building sewer
15.00
TYPE OF WORK
New O Addition O Remodel O Utilities O Installation ❑ Other ❑
Describe Work: .30X I + 2 (p K � l + BOX 15-
Mobile Home ISIXW
@20.00
PERMITFEE
$
Contractor
ELECTRICAL PERMIT
Filinq Fee 20.00
Main ServiceOOOV OR LESS
( zooA OR LESS )
23.00
Main Service ( zooA TO 1000A )
46.00
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
1 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.
❑ 1, 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
WORKERS' COMPENSATION DECLARATION
1 hereby affirm under penalty of perjury one of the following declarations:
O 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
NEW CONST. DWELLING OCCURS
oR AooNs. ( s ACC. BLos. )
O.
3.5¢ FT.
NEW CONST. MULTI.OUTLET
NON.RESID. ( BRANCH CIRCUITS )
@7.50
( POWER APPARATUS
8 SINGLE OUTLET CIR.
J
E Occup. (OUTLET OR FIXTURES )
.
zo p I.00
SAL Q .SO
Ex. Occup. ( OFIXEEDTs tR sE .OR
5.00
Temporary Service
23.00
Mobile Home Facilities
20.00
Misc. Wiring
23.00
PERMITFEE
$ ,O0
Contractor
MECHANICAL PERMIT
Filing
9 Fee 20.00
Heating
Cooling
Hood
6.50
Ventilation
PERMITFEE
$
Contractor
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.)
❑ 1 certify that in the 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 provisions of section 3700 of the Labor Code, I shall
forthwith comply with those provisions.
X Date
Signature of Applicant - ❑ Owner ❑ Contractor O Agent
An OSHA permit is required for excavations over 50" deep and demolition or construction
of structures over 3 stories in height.
Mobile Home Installation Fee
$
Energy Inspection Fee $
ccT.
TYPE
V (
TOT L FEE $
HAz. o. FEES IM
FLOOD
CDF PAR EL
PD
HD ISSUE
This permit is hereby issued under
of the Butte County Code and/or
indicated above for which fees have
By
PERMITEXPIRESON
the applicable provisions
Resolutions to do work
been paid.
Date
(Date)
Receipt No. J 5
1
WHITE-D.O.S.-B. D. ANARY-ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT
011-41=ni
E
a 0 WEIBEL
141 AlSF:;,(-under) -
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l
4,,,,e -
u
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Lj
Id
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tAJ 6-T
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e
RESIDENTIAL
95-2565
011-410-163
WEIBEL, GAREY
141 ALM BLUFF DR, CHICO
.NEW S F
OFFICE COPY
Address
GAS
Ly
Date
IC' j`_ /
W Date
JOB FINALED (Dat / z
Signature
V=OK
O = Not OK
=Applicable
Nott Ready MOBILE HOMES
Date
MOBILE HOME UTILITIES (Plans) OK except #'s
1. Zoning Requirements -Setbacks -Easements
1. Zoning Requirements - Setbacks - Easements
2. Footings; Soils-Size-Dep"pacing-Connectors-Steel
2. Soils,; Special MH Support Sketch
3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails
3. Sewer; Location-Test-Fall-C/O-Concrete
4. Wood Awn.; Posts-Beams-Rftrs.-Connectors
Shthg.-Rfg.-Bracing
4. Water, Location-Test-Easement Needed (Sketch)
5. Alum. Awn.; Columns-Connec0ons-Splice-Decal-Enclosures
5. Electricity; Location-Clearances-Gmd-/ /Amp-Concrete
6. Carports; Windows -Doors
6. Gas; Location-Test-Wrap; / /"L'ft.
/ /Nat. or/ PL"ft./ /LPG
7. Electric
7. Well Clearance & Disconnect
8. Frmg.; Sils-AnchorsStuds-Rftrs-Trusses
8. Utility Clearance
9. Siding; Nailing -Veneer -Stucco -Mesh
10. Roof; Shthg-Roofing
Date
Card B-1 Date Card B-1
Date
Cana B-1 Date Card B-1
Date
MOBILE HOME INSTALLATION (Plans) OK except #'s
Card B-1 Date Card B-1
1. Zoning Requirements- Setbacks Easements
Card B-1 Date Card B-1
2. Footings; Size-.Spacing-Mamage Line
POOLS (Plans) OK except #'s
3. Gas; MHTest-DemandVaKeConnector
1. Setbacks -Easements
4. Electricity; MH Test-Crossovers-Breakers-Clearances
2. Soils; Compaction -Structure Stability
5. Drain; MH Test-Fall-flex Connector
3. Pool Structure; Steel -Connections -Thickness
Dead Men -Lining
6. Water; MH Test-Regulator-Connector
4. Elec.; Receptacles and Lighting, Distance-GFI
7. Water and Sewer Connected-C/O to Grade-HD Approval
5. Elec.; Pool Lighting; 15 Volts-GFI
8. Gas and Electricity Tagged
6. Elec.; Enclosures; Conduit Entries -Terminals -Listed
9. Tie Downs-Type-Installation Cert.
7. Elec.; Bonding; Metal w/6 -Circulating Equip. -Heater
10. Exits; Insp.-Sketch
8. Elec.; Grounding; Equip. w/3 Circulating Equip. -Pool Lghtg.
• Boxes-Enclosures-Panelboards-Ins. to Main in Conduit
11. Cert of Occupancy
9. Health Department Approval
10. Plumb.; Cir. Test -Water Supply Test
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-Dep"pacing-Connectors-Steel
3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails
4. Wood Awn.; Posts-Beams-Rftrs.-Connectors
Shthg.-Rfg.-Bracing
5. Alum. Awn.; Columns-Connec0ons-Splice-Decal-Enclosures
6. Carports; Windows -Doors
7. Electric
8. Frmg.; Sils-AnchorsStuds-Rftrs-Trusses
9. Siding; Nailing -Veneer -Stucco -Mesh
10. Roof; Shthg-Roofing
11. Ext.; Steps -Doors -Landings
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
POOLS (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/6 -Circulating Equip. -Heater
8. Elec.; Grounding; Equip. w/3 Circulating Equip. -Pool Lghtg.
• Boxes-Enclosures-Panelboards-Ins. to Main in Conduit
9. Health Department Approval
10. Plumb.; Cir. Test -Water Supply Test
Date Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
J=OK
O=Not OK
= Not Applicable
Not Ready RESIDENTIAL
=
Date UNP
EELOOR (Plans) OK except If's
Zoning -Setbacks -Easements -Flood- ope
2. Ftg,-Main; Soils-Elec. Grnd.-/ " Ftg. Depth
Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth
4. Ft orches & Decks; Soils -Steel-/ /Ftg. Depth
temwalls, Main; Steel-Blockouts-Wrapped
6. S walls, Garage; Steel - Brock outs -Wrapped
Hold Downs and Special Anchors
7. Slab; Steel -Wrapped
8. Piers -Fireplace Ftg.-Steel
9. D.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 -Anchor -Regulator -Service Test
12. Electric; Underground
13. Pienums & Ducts; Clearance -Material -Support -Ins.
14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples
15. Access & Ventilation
16. Insulation
Date I Card B-1 Date Card B-1
Date �W-1 if Ij gJard B- /J Date Card B-1
Date PLU GING (Permit) OK except n's
16. er Htr.: Vent -Ac ss -Combustion Air -Baffle
ter Pipe: & Anchor -Nail Protection
D-- V ;Test -Fittings & Anchor -Nail Protection-----------------------
-- - -- .Shower Pan; Test First Floor -Tub Access
---- -- 20.Oeub & Shower. Second Floor Tub Accesspe: Size & Anchors
-- -------------------------------..............
-------- - - - --------------------------------------------
_6j
- - - - --
------- -- ---- -- ----------- --------
Date �S _6j Card B-1 Date Card B-1
---� -- ------------- - --------------- -.. -- -- --
Date Card B-1 Date Card B-1
Date ELEC CAL (Permit) OK except a's
Fixture & Transformer Clearance -Ins. Protection
---------------
---- --------------------------
----------------
Elec. Receptacles Spacing -Lights Lights -&-
at -Do -ors ------------
Siz .Boxes & No. of Conductors -Stapled
-
o ex Installed Close to Edge of Studs & C J.
Equip. Ground made-up wrMech. Fastners-Bond Gas &Water
2 App Dance CircuIs in Kitchen & Conductor SizerGFI
_
28. Subfeed Wire Size ga. Cu or AI-A.C. Wire Size • r ga.
Cu or At
----------------`--------- ------------------------ --
29. Range Circ. r ' ga. Cu or AI -Oven Circ. , / ga. Cu or Al.
3�I ulated Neutral ❑ Yes ❑ No
3�vice-Riser Conductors & Ground -Main Disconnect
uip Clearances Panels-Motors-Mech. Equip,
Clothes Closet Light -Shower Light -Spa Light
--- - ------ 60r - ........................ ...
9�y ok................... --------------- --- --- ..
.. ....... . .... ..
Date'Card 1 Date Card B-1
- -- -� 5 ......... - ...--- -- ---
Date Cartl B-1 Date Card B-1
Date MECIW61CAL (Permit) OK except a's
Ducts Insulation & Support
------- - -- /A ......
; nt Fan: Exhaust above insulation
Condensate Dram &Overflow. Size &Grade
rnance-Vent: Access -Comb. Air -Return Air Vent -115 ouUel
Attic -Access-& Platform if.Furnance in Attic
Dat��'7 (/ Cartl B- Date Card B-1
( l ---- --- . . .. . .. .. .
Date Card B- Date Card B-1
Date FRA"G (Plans) OK except a's
3 % .. Proper Mater al & Anchors
9� s tuds-Nailing. Spacing & Bracing -Plates -Sound
r�ngWalls.
over Girders &FloorNailing
Stop in Walls (rat proof)
- .
Fv _Stops Furred Ced ngs-Stags-Chases-Tub
------------- ..._. e -St . ..
eaders & Beam -Size &Bearing
(Single & Duplex)
Date RAMING (Continued)
HHangers-Post Caps-Anchors-Connectors
ties-Purlin-roof Brac-Truss-Shthng.-Ring.
- 4�Y replace Ties or Type A Flue -Fireplace Throat clearance
48. A Access; Size & Romex Protectign-Draft Stop -Ins. Baffles
------------ --Bdrm Windows or Exiting Doors -Sill Hgt. & Dimensions
----------
- - yG�rage Fire Protection Framing
......... - -5r1y�� operty Line Firewall & Openings _
/52 t. Doors -One 3 -Check Garage -3rd Story, 2 Exits
- - ---- - 93 lair Width -Headroom -Rise -Run -Landing -Fire Protection
t ood on Roof Overhang -Attic Vents -Raft Outriggers
(y % Si g -Nailing Veneer
5 fa_ co Mesh -Drip Screed -Fd. Vents-Underflr. Access
37. Glagn g Area -Glass Protection-Skylights-Plastic
g hWalls: Nailin Bolts
n ion-Walls-Ceilings141,
—
nfiltration_Walls_Windows--J=3
-----------------------------------
------------------------------------------------- -
Date Card B-1 Date Card B-1
------------------------------------------
Date Card B-1 Date Card B-1
Date FINAL (Plans) OK except a's
6 -/Ext. Steps -Door & Sidelight Protection -Landings —_
ke -Smoke Detector
---------------------
Furnace: Vents -Clearance -Comb. Air -Connector-
- oomEx
Garage: Above Floor -Ducts -Meth. Protection —
edriting
.e!5'._G.F.I & Bath Fixtures & Tub Access -Spa
lec. & Subpanel: Breaker Sizes & Labels
---------------------
... ..__ -fairs Rl
- - -----
-
-------------------------
ire lace or Stove: Clearances -Hearth
Elec. Outlets at -Wood -Panel: Int. & Ext.
...... .. .r_ - -- ------------------- -------------
Kit---- &Appliance; Grnd.-Air Gap -Cooking Clearance
Ele�c. Outlets & Receptacles at Kit. Counter -- --
4.2'Gara eFire Door Swing -Landing -Closer
--- ------------ ----- ---- -----
A C. Duct in Garage -Damper
-----------------
---- --------------------------
Ir. Htr : Vents -Clearance -Comb. Air-Connector-P.R.V.
In Garage: Above Floor-Mech. Protection
...... - -- --------------- -----
lb.. Elec. & Mech. Equip. Listed for Location
7 Receptacles in Garage: (G.F.I.)-Romex Protection
. _-- ion -Foam -Looked in A(Uc ❑ Yes
Guar hafts & Dec -k _ Const ruction -Post Caps
dn. Vents & Crawl Hole Door -Drainage & Wood -Earth
Clea a Looked under Floor ❑ Yes
-- ----------------�-- ----
- -- -- u No:
ollowing instl - ive ,Yes ❑ No: Walks Yes
PI cars Yes ❑ No
... - -----------------------
_ Stucco .Brown -Finish
C Unit: Disconnect. Electrical, Plumbing
- - ------------------------------------
ents Above Roof. Plbg.-Appliance-Fireplace.-Clearance to
Ope rigs __ _ _ _
Water Well: Disconnect. Electrical, Plumbing -- _- — -
xter �flec. Trim: G F.I Receptacle -Underground
I. on Throughout House
GI rotechon -- -- ------------------------------------------- -- -----------
orr tions from Previous Inspections
- --- --------------------------
dY a st-Meters Tagged: Gas -Electric
. .. - - ------ ------------------------------
W 2r &Sewer Connected -C-- to Grade- -- Approval
Energy Compliance Certificate -Other Certificates
- --- --------
Date Card B 1 _Date CardB-1
Date` Card B -t Date - -- -Card B -t ----------
Datj/����% Card B-1 Date Card B-1
Comments fat Final
E.H. USE ONLY
Plot PLa Attaclml
Floor Plan AmwW
Smt to B.D.
TO: Building Department J
FROM: Environmental Health
SUBJECT: Sanitation Clearance
-Myw� :hL6S P(
Owner Location AP#
Plan Approved for: Sewage Disposal Water Supply: Public Private Well
Clearance for bedroom mobile ome. Other
Hold final for: S
Final clearance O.K. for: `,�-,
NO
L)
-M`.
En ironmental Health Specialist Date
R/92
CORRECTION NOTICE
OWNER i
0
n
A routine inspection indicates that the following violations of Butte County Ordinances exist at
the above address and should be corrected. Please notify this office when correction of work
is complete you have any questions pertaining to this matter, or need additional explanation,
please con ct i%office immediately.
I
FIA
Date l -�J S /7(p Inspector
REV 10/92
COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
1469 Humboldt Road, Chico, CA - (916) 891-2751
7 County Center Drive, Oroville, CA - (916) 538-7541
- -
-- 747 Elliott Road, Paradise, CA - (916) 872-6307
CORRECTION NOTICE
OWNER i
0
n
A routine inspection indicates that the following violations of Butte County Ordinances exist at
the above address and should be corrected. Please notify this office when correction of work
is complete you have any questions pertaining to this matter, or need additional explanation,
please con ct i%office immediately.
I
FIA
Date l -�J S /7(p Inspector
REV 10/92
COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
1469 Humboldt Road, Chico, CA - (916) 891-2751
7 County Center Drive, Oroville, CA - (916) 538-7541
747 Elliott Road, Paradise, CA - (916) 872-6307
CORRECTION NOTICE
c 113C L
ER
PERMIT NO.
A routine inspec ion indicates that the following violations of Butte County Ordinances exist at
the above ad ess and should be corrected. Please notify this office when correction of work
is complete If you have any questions pertaining to this matter, or need additional explanation,
pleas. co act this office immediately.
Date / 5 Inspector
REV 10/92
R
r
ENGINEERED WOOD SYSTEMS
i A i
Certifficate'd Conformance.
Certificate 041227
THE UNDERSIGNED MANUFACTURER HEREBY CERTIFIES that the structural wood products
identified below and marked with a collective mark of American Wood Systems (AWS) were
manufactured in accordance with the specifications indicated below. .
M, ANSI Standard A190.1-1992, for Structural Glued Laminated Timber
Job Name WESTERN BUYERS INC.
Job Location
ELK GROVE, CALIFORNIA
WB -23404
Customer's Order No.
Date .1-25-96 Mfgr's Order No 09-03866
Signature 92o�oT- Title QUALITY CONTROL SUPERVISOR
companyUOISE CASCADE CORP • Address P • -0. BOX 50 oats
BOISE, IDAHO 83728
IT IS HEREBY. CERTIFIED that the structural glued laminated timber production of the above-
named manufacturer which carries a collective mark of American Wood Systems (AWS) is subject
_ 44.,Ao..regular audit by, American Wood Systems, such audit consisting of the inspection with
reasonable frequency of the 'manufacturing process, with adequate sampling to verify the quality of
glulam construction and the adequacy of glue bond.
W 00D
.•••,�GPHOR
�v F
Q = SEAL = y'
O���L �s NG,�� �• .
iby
Thomas G. Williamson
Executive Vice President
AMERICAN WOOD SYSTEMS - A RELATED CORPORATION OF APA
A Pi4 crr�
Attachment Number 1
TO CERTIFICATE OF CONFORMANCE NO. 041227 DATED '
Job Name WESTERN BUYERS INC.
Job Location
ELK GROVE, CALIFORNIA
WB -23404 1-25-9609-03866
Customer's Order No. Dated Mfgr's Order No.
The following identifies the members and gives the basic specifications that were used on this job:
Lumber Species: DOUGLAS FIR/LARCH
Member Adhesive Appearance
Identification Quantity Size Combination Type Grade Camber
*** SEE ATTACHED ORDER ACKNOWLEDGMENT FOR EXACT SPECIFICATIONS. ***
BOISE CASCADE CORPORATION
Company Mill Quality 6ontrol Supervisory
Date
AMERICAN WOOD SYSTEMS — A RELATED CORPORATION OF AMERICAN PLYWOOD ASSOCIATION
Boise Cascade
Timber. and Wood Products Group
P.O. BOX 62 • BOISE, IDAHO 83707
.397
. -.O.B.
FREIGHT PREPAID
COPIES TO:
ACKNOWLEDGMENT
'x'1/25/96 1 09-03866-00
CUSTOMER ORDER NO. ORDER DATE
B723404 1/25/96
SHIP WEEK OF
1/29/96
LOAD: .LEGAL COMMON CARRIER TRUCK
SPECIAL INSTRUCTIONS-
---- SPECIFICATIONS ----
*DOUGLAS FIR/LARCH
*EXTERIOR GLUE
*STRESS '2400-F V-8 EXCEPT COLUMNS
*ARCHITECTURAL ROUGH SAWN APPEARANCE - S3S EXCEPT AS NOTED
*INDIVIDUAL WRAP
*ENDS AND SIDES SEALED
*A.P.A./E.W.S.CERTIFIED
*ONE END SQUARE ONE END WILD
*CAMBER 2000' RADIUS EXCEPT AS NOTED
*NO SHOP DRAWING
*
****** NOTE TO MILL *****
*
*SELECT WOOD FOR APPEARANCE - NO PUTTY-
*
*ANSI A190.1-1983 REPLACES VOLUNTARY PRODUCT STANDARD PS 56-73.
SUBJECT TO ALL TERMS AND CONDITIONS ON REVERSE SIDE HEREOF
b
Boise Cascade ACKNOWLEDGMENT
Timber and Wood Products Group CUSTOMER ORDER DATE[AGE
P.O. BOX 62 • BOISE, IDAHO 83707
397 1/25/96 2 09-03866-00
ERMS CUSTOMER ORDER NO. ORDER DATE
2% CD ADF 15 DAYS NET 16 DAYS ADI 02 B-23404 1/25/96
,=.O.B. SHIP WEEK OF
FREIGHT PREPAID 1/29/96
COPIES TO:
SUBJECT TO ALL TERMS AND CONDITIONS ON REVERSE SIDE HEREOF
MILL
DELV BDFT
TOTAL
EST.
PCS MARK SIZE
LENGTH
PRICE
PRICE / PC
BDFT
WGHT
CUSTOM.ARCHITECTURAL
BEAM
10
A
5-1/8 X 6
X-12'
48
480
869
CAMBER: ZERO \
COL
NET SIZE 5-1/8 X
5-1/8, ROUGH
Sk,WN S4S,
#5 LAYUP
4
B
5-1/8 X 6
X 14'
56
224.
405
CAMBER: ZERO \
COL
•
NET SIZE, 5-1/8 X
5-1/8, ROUGH
SAWN S4S,
#5 LAYUP
1
C
5-1/8 X 12
X 8'
64
64
116
CAMBER: ZERO \
V-8'
1
D
5-1/8 X 18
X 11'
132
132
239
CAMBER: ZERO \
V-8
2
E
5-1/8 X.18
X 13'
156
312
565
CAMBER: ZERO \
V-8
3
F
5-1/8 X 18
X 16'
192
576
1043
CAMBER: ZERO \
V-8
0
. 4
G
5-1/8 X 18
X 17'
204
816
1477
CAMBER: ZERO \
V-8
3
H 5-1/8 X 18
X 21'
252
756 1368
CAMBER: ZERO
\ V-8
2
I 5-1/8 X 18
X 23'
276
552 999
CAMBER: ZERO
\ V-8
SUBJECT TO ALL TERMS AND CONDITIONS ON REVERSE SIDE HEREOF
Boise Cascade, ACKNOWLEDGMENT
Timber and Wood Products Group CUSTOMER ORDER DATE[AGE ORDER/INVOICE NC
P.O. BOX 62 • BOISE, IDAHO 83707
397 1/25,/96 3 09-03866-00
IT ERMS CUSTOMER ORDER NO. ORDER DATE
2 CD ADF 15 DAYS -NET 16 DAYS ADI 02 B-23404 1/25/96
.=.O.B. SHIP WEEK OF
FREIGHT PREPAID 1/29/96
COPIES TO:
MILL DELV BDFT -TOTAL EST.
PCS MARK SIZE LENGTH PRICE PRICE / PC `BDFT WIGHT
2 J 5-1/8 X 18 X'30' 360 720 1303
MILL
AMOUNT FREIGHT MISC CHG
840 1520
672 1216
213 386
416 753
540 977
TOTAL BOARD ESTIMATED
AMOUNT PIECES FOOTAGE WEIGHT
40 7,313 13,236
SUBJECT TO ALL TERMS AND CONDITIONS ON REVERSE SIDE HEREOF
CAMBER: ZERO
\
V-8
2
K
5-1/8 X 18
X 35'
420
CAMBER: ZERO
\
V-8
2
L
5-1/8 X 18
X 28'
336
CAMBER:
\
V-8
2
M
6-3/4 X 7-1/2
X 16'
107
CAMBER: ZERO
\
COL
NET SIZE 6-3/4
X 6-3/4,
ROUGH `SAWN S4S, #5 LAYUP
1
N
6-3/4 X 18
X 26'
416
CAMBER: ZERO
\
V-8
CUSTOM
ARCHITECTURAL BEAM
1
0,
5-1/8 X 18
X 45'
540
CAMBER:
\
V-8
MILL
AMOUNT FREIGHT MISC CHG
840 1520
672 1216
213 386
416 753
540 977
TOTAL BOARD ESTIMATED
AMOUNT PIECES FOOTAGE WEIGHT
40 7,313 13,236
SUBJECT TO ALL TERMS AND CONDITIONS ON REVERSE SIDE HEREOF
A PA E 1r, 4, r, "Ne
Attachment Number 2
TO CERTIFICATE OF CONFORMANCE NO. 041227 DATED .
Job Name WESTERN BUYERS INC.
Job Location ELK GROVE, CALIFORNIA
WB -23404 1-25-96 09-03866
Customer's Order No. Dated Mfgr's Order No.
The following gives the additional specifications that were used in the manufacture of the members
on this job:
1. Lumber Species DOUGLAS FIR/LARCH
Grading rules WCLIB #16
2.
Moisture
Content
3.
End Joint
4.
Adhesive
5.
Gluing
Paragraph 154 th,:•u 154C
Grades 24T 22T 20T L1 1-21) L2 L3
Slope of grain 1:16 1:14 1:12 1:08
Range 9-12%
Variation per member
5%
HORIZONTAL FINGER JOINT
Conforms to ASTM 2559-82
Type PENACOLITE R-300
Pressure 100 psi minimum
Glue spread
60-61 lbs.
6. Fabrication Conforms to specification of
BOISE CASCADE CORPORATION
Company
specifications.
Batch No. CB -270-1
Pressure Period 12 fours minimum
Ai'dSI Standard A190.1-1983
Mill Quality -
Control Supervisor
Z Z3 -- `/
Date
AMERICAN WOOD SYSTEMS — A RELATED CORPORATION OF AMERICAN PLYWOOD ASSOCIATION
t
♦x .. `r iYYIT ] .
111111:40, Eel 104 14:11V M1191MOT61
.
APA
Certificate of Conformance
Certificate 041267
THE UNDERSIGNED MANUFACTURER HEREBY CERTIFIES that the structural wood products
identified below and marked with a collective mark of American Wood Systems (AWS) were
manufactured in accordance with the specifications indicated below.
XZf4ANSI Standard A190.1-1992, for Structural Glued Laminated Timber
101
Job Name WESTERN BUYERS INC.
Job Location ELK GROVE, CALIFORNIA
WB -234162-09-96 09-03905
Customer's Order No. Date Mfgr's Order No
DOUGLAS FIRAARCH, EXTERIOR GLUE, 240OF—VB, ARCHITECTURAL APPEARANCE, (ROUGH SAWN),
INDIVIDUAL. WRAP, ENDS & SIDES SEALED, ZERO CAMBER.
signature 9 d`- C�a Title QUALITY CONTROL SUPERVISOR
CompanyBOISE CASCADE CORP. Address P. 0. BOX 50 Date 13 ` q1,
BOISE, IDAHO 63726
IT IS HEREBY CERTIFIED that the structural' glued laminated timber production of the above-
named'manufacfurer which carries a collective mark of American Wood Systems (AWS) is subject
L to regular audit by American, Wood Systems, such audit consisting of the inspection with
reasonable frequency of the mnufacturing process, with adequate sampling to verify the quality of
glulam construction and the adequacy of glue bond.
�00NW004e N
p�4�
Q
t !
� SEAL g yby .
Thomas G. Williamson
Executive Vice President
ING�O?,•,
AMERICAN WOOD SYSTEMS - A RELATED CORPORATION OF APA
A P.4 ��"w
Attachment Number 1
TO CERTIFICATE OF CONFORMANCE NO., 041267 DATED
Job Name
Job Location
Customer's Order No.
WESTERN BUYERS INC.
WB -23416
Dated
2-09-96
ELK GROVE, CALIFORNIA
Mfgr's Order No. 09-03905
The following identifies the members and gives the basic specifications that were used on this job:
Lumber Species:
DOUGLAS FIR/! ARCH
Member Adhesive Appearance
Identification - Quantity Size Combination Type Grade • Camber
*** SEE ATTACHED ORDER ACKNOWLEDGMENT FOR EXACT SPECIFICATIONS. ***
BOISE CASCADE CORPORATION
Company
—AlZ //;"
Mill Quality ontrol Supervisor �-
13-2&
Date
AMERICAN WOOD SYSTEMS — A RELATED CORPORATION OF AMERICAN PLYWOOD ASSOCIATION
Boise Cascade
Timber and Wood Products Group
P.O.'BOX 62 • BOISE, IDAHO .83707
ACKNOWLEDGMENT
CUSTOMER ORDER DATE AGE ORD OICE NE
396 2/09/96 1 09-03905-00
CUSTOMER ORDER NO. ORDER DATE
.O.B. SHIP WEEK OF
FREIGHT PREPAID 2/26/96
COPIES TO:
G CRANDLEMIRE
LOAD: LEGAL COMMON CARRIER TRUCK
SPECIAL INSTRUCTIONS..
*
*---- SPECIFICATIONS ---=
*
*DOUGLAS FIR/LARCH
*EXTERIOR GLUE
*STRESS 2400-F•V-8 '
*ARCHITECTURAL APPEARANCE - ROUGH SAWN 3 SIDES
*INDIVIDUAL WRAP.
*ENDS & SIDES SEALED
*A'.P.A./E.W.S.CERTIFIED
*ONE END SQUARE ONE END WILD
*ZERO CAMBER
*NO SHOP DRAWING
*
*
*ANSI A190.1-1983 REPLACES VOLUNTARY PRODUCT STANDARD PS 56-73.
*
*SELECT LAMS FOR APPEARANCE, NO.PUTTY, *******
SUBJECT TO ALL TERMS AND CONDITIONS ON REVERSE SIDE HEREOF
r
P
i
�
� �
' F
+;�
��
APAKrV%7'
Attachment Number 2
TO CERTIFICATE OF CONFORMANCE NO. 041267 DATED
Job Name WESTERN BUYERS INC.
Job Location ELK GROVE, CALIFORNIA
WB -23416 2-09-96 09-03905
Customer's Order No. Dated Mfgr's Order No.
The following gives the additional specifications that were used in the manufacture of the members
on this job:
1. Lumber Species DOUGLAS FIR/LARCH
Grading rules WCLIB #16
2. Moisture
Content
3. End Joint
Paragraph 154 thea 154C
Grades 24T 22T 20T L1 L2D L2 L3
Slope of grain 1:16 1:14 1:12 1:08
Range - 8-12% _
Variation per member 5
HORIZOI4TAL FINGER JOINT
4. Adhesive Conforms to' ASTM 2559-82 specifications.
Type PENACOLITE R-300 Batch No. CB -270-1
5. Gluing Pressure 100 psi minimum
Glue spread 62 1 bs .
6.1 Fabrication Conforms to specification of
BOISE CASCADE CORPORATION
Company
Pressure Period 12 hours minimum
ANSI Standard A190.1-1983
Mill Quality Control Supervisor
--/3-��
Date
AMERICAN WOOD SYSTEMS - A RELATED CORPORATION OF AMERICAN PLYWOOD ASSOCIATION
APPLIED
':"Y ANNE TESTING
'::°9
G:,:,.:CONSULTANTS
Report of Field or Shop Welding Inspection
REPORT TO: Jim Serrao ATC FILE NO: 96559
1051 Four Acres Court OSA FILE NO:
Chico, CA 95926 APPLICATION NO:
PROJECT: Weibel Residence - Lot 15, Alm Bluff Drive, Chico
WELDING PERFORMED AT: Jobsite 02-08-96
Materials
5050
Engineering
Cohasset Road
Testing and
Chico, CA
Inspection
95926
Crane
(916)
Certification
891-6625
WELDER'S NAME
SOCIAL SECURITY NO.
CERTIFIED BY
DATE
William E. Jones
555-78-3806
Peabody Machine
06-15-84
David R. Martin
573-84-4939
Applied Testing
09-28-92
PLANS, SPECIFICATIONS OR SHOP DRAWINGS BY: Lenn Goldman and Associates
Shop Drawings by Tink, Inc. DATED: August 1995
Miller Big 40 E7018, 1/8" dia.
EQUIPMENT USED: Miller Legend ELECTRODE: E7018, 1/8" dia.
PROCEDURE USED: Flat single -bevel groove weld with backing. SMAW
WORK IN PROGRESS: Beam -to -column connections at Columns MK1A and MK2A per details
1,2 and 3 on Sheet 10 of the approved project drawings.
REVISIONS OR CLARIFICATIONS None.
ITEMS COMPLETED THIS DATE: C.P. beam -to -column connections at Cols. IA and 2A completed
this date. Total of 4 C.P. connections completed today.
REMARKS: All welds good quality' and in accord with approved plans and AW `- Z1
CONTINUED O
WELDING IN PECTOR
HEIDELBERG GRAPHICS
F► I INN
APPLIED
SOCIAL SECURITY NO.
Materials
Engineering
5050
Cohasset Road
TESTING
Testing and
Chico, CA
06-15-84
Inspection
95926
CONSULTANTS
09-28-92
Crane (916)
PLANS, SPECIFICATIONS OR SHOP DRAWINGS BY: Lenn Goldman and Associates
Certification
891-6625
of Field or S
REPORT TO: Jim Serrao
1051 Four Acres Court
Welding Inspectior
ATC FILE NO: 96559
OSA FILE NO:
Chico, CA 95926 APPLICATION NO:
PROJECT: Weibel Residence - Lot 15, Alm Bluff Drive, Chico
WELDING PERFORMED AT: Jobsite 02-07-96
WELDER'S NAME
SOCIAL SECURITY NO.
CERTIFIED BY
DATE
William E. Jones
555-78-3806
Peabody Machine
06-15-84
David R. Martin
573-84-4939
Applied Testing
09-28-92
PLANS, SPECIFICATIONS OR SHOP DRAWINGS BY: Lenn Goldman and Associates
Shop Drawings by Tink, Inc.
DATED: August 1995
Miller Big 40
EQUIPMENT USED: Miller Legend
E7018, 1/8" dia.
ELECTRODE: E7018, 1/8" dia.
PROCEDURE USED: Flat single -bevel groove weld with backing. SMAW
WORK IN PROGRESS: Beam -to -column connections' at Columns MK1A, MK1B, MK2A and MK2B
per Details 1,2 and 3 on Sheet 10 of the approved project drawings.
Total 16
connections.
REVISIONS OR CLARIFICATIONS None.
ITEMS COMPLETED THIS DATE: C.P. beam -to -column connections at Cols. 1B and 2B completed
this date. C.P. connections at Cols 1A and 2A continue in progress.
Total of
12 C.P. connections completed today.
REMARKS: All welds good quality and in
accord with approved plans
and AWS DFfa.�,,,
CONTINUED ❑
WELDING INSP CTOR Lao
HEIDELBERG GRAPHICS
of Field or Shop Welding I
Kg Materials 5050
Engineering Cohasset Road
Testing and ' Chico, CA
Inspection 95926
Crane (91 6)
Certification 891-6625
REPORT TO: Jim Serrao ATC FILE NO: 96559
1051 Four Acres Court OSA FILE NO:
Chico, CA 95926 APPLICATION NO:
PROJECT: Weibel Residence - Lot 15, Alm Bluff Drive, Chico
WELDING PERFORMED AT: Jobsite 02-08-96
WELDER'S NAME
SOCIAL SECURITY NO.
CERTIFIED BY
DATE
William E. Jones
555-78-3806
Peabody Machine
06-15-84
David R. Martin
573-84-4939
Applied Testing
09-28-92
PLANS, SPECIFICATIONS OR SHOP DRAWINGS BY: Lenn
Goldman and Associates
Shop Drawings by Tink, Inc.
DATED: August 1995
Miller Big 40
EQUIPMENT USED: Miller Legend
E7018, 1/8" dia.
ELECTRODE: E7018, 1/8" dia.
PROCEDURE USED: Flat, Vert. and O.H. fillet and FBG welds. SMAW.
WORKINPROGRESS: Fillet and flare groove
welded TS and WF beam connections as
shown in Details 5 (revised), 14 and
15 on Sheet 10 of the approved drawings.
REVISIONS OR CLARIFICATIONS Detail 5 on Sheet 10 revised by the Engineer to provide
moment connections across Columns MK3A
and MK3B.' See attached drawing.
ITEMS COMPLETED THIS DATE: All work described above completed today.
REMARKS: All welds good quality and
in accord with approved plans and AWS /O-T�
CONTINUED ❑
14:14;:f 10196
WELDING I SPECTO �`��' SAO 10
HENEIaERG GRAPHICS
_ y
p
l
r TYP.
I/4 III III PL5/8" x O'.—
4" x I'—
10"
TYP. F—v
TOP BOTTOM
PTY1/4
TYP.
I I .
FEssloo," I I 1/5"-(P WEEP HOLE TYP
co
.rqj� civic ,Q T5, 5EE PLAN
OF CAVE '
TS MOMENT GONNEr., T 1 Oil
REVISED 1.1/2" = 1'_0"
■■MEN^mmu■■
■ENEM ■■!E■
NE■l 1■NE
► 1 /00
AAL/b-1
Materials
5050
Engineering
Cohasset Road
Testing and
Chico, CA
Inspection
95926
Crane
(916)
Certification
891-6625
HEIDELBERG GRAPHICS
DEC -211995 09:51 FROM
?J 2��5
December 21, 1995
TO = ' 8956512 P.01
NGINEERING
it Er�pineer5 • pIann'ers • Surveyors
post 11`" bran
diaxtta�15�'��>r
Department of Development Servii s peg��
BUILDING DEPARTMENT S
1469 Humboldt Road pax «Is
Chico, CA. 98928 -
.Atte; Dave Wasney
Subject: Weibel Residence
A_;
Dear Mr. Wasey.
ti
The wntractor has requested that
a of the two #4 bas in the top of the foundation be- Wet set
`� lv pryvidr, rows to vibrate. Wei
is
tereby approve this change 'The #4 'bar will be wet set
sareeded. '
immediately after the concrete
co, vibrated and
Very Truly Yours,
TE COUNTY
DEPARTMENT.
NQRTHSTAR ENGiNEMUNG
A
O V E D
Mjchael McEnespy
,IMR
sloe
12 - 2.1
EXP. 2
r
7671 Date It a I
post -it! Fax N016___ From r
20 NCLARAT6601IUE f
CHICO, CALIFOFiMA 95926
916-P� 3-1600 -
j �rrV.oma�m/I�aaq�'0®►�lAr � .- s... Z
r
OWN ER : ,( REC ' D BY LIP
DATE:
4]
AP# Q l f (U, �% 3 PERMIT NUMBER:' Q5 -256S
TIME: 0-6
_RESIDENTIAL COMMERCIAL Cl Z(o (,,
000a00000000000000000000000000000000000000000000a0000000000000000000000000000000000000000o0000C
FROM DATA SHEET
REQUIRED BEFORE PERMIT ISSUANCE
REQUESTED BY PLAN CHECKER ENGINEERING
OTHER/COMMENT:
a 000000 a 000000000000000000000000000000a0000 OOa 00000000 a Oa000000000 000000000000000000 a0 a a OOOOOOa
REQUESTED BY CORRECTION NOTICE
_YES NO ITEM:
LOCATION IN BUILDING WHERE CHANGE OCCURS:-
�000000000000000000000000000000000000000000000000000000000000000000 000 000000 0000o0ooeeeeee.,�.-
MA
MAIL TO
CALL #:
WHEN APPROVED PROCESS AS FOLLOWS
FOR PICKUP AT THE
DELIVER WITH NEXT INSPECTION \
Ica 0000000000000aa000000000CIO Go* 0000000000000000000alga 000
REVISED PC FEES PAID: RECEIPT#
OFF!
06-000000000000000000oo0oo00o00000000000
$23.00 $46.00 NOT REQ
INSULATION CERTIFICATE JIM SERRAO k
ALM BLUFFS DRIVE CHICO
NUMBER AND STREET CITY
BUTTE
COUNTY
DESCRIPTION OF INSULATION
1. ROOF
MATERIAL
THICKNESS (INCHES)
2. CEILING
BATT OR BLANKET TYPE BATTS
THICKNESS (INCHES) 12
10
LOOSE FILL TYPE
SUBDIVISION
CONTRACTOR'S MIN INSTALLED WEIGHT/FT2 LB
LOT NUMBER
BRAND NAME
THERMAL RESISTANCE (R -VALUE)
BRAND NAME CERTAINTEED
THERMAL RESISTANCE (R -VALUE) 38
BRAND NAME 38 HIGH DENSIT`.
MINIMUM THICKNESS (INCHES)
MANUFACTURER'S INSTALLED WEIGHT PER SQUARE FOOT TO ACHIEVE THERMAL RESISTANCE
3. EXTERIOR,WALL
FRAME TYPE WOOD
MATERIAL BATTS
THICKNESS (INCHES)
EXTERIOR FOAM SHEATHING
MATERIAL INSUL-SAFE III
THICKNESS (INCHES) 6
4. RAISED FLOOR
MATERIAL
THICKNESS (INCHES)
5. SLAB FLOOR
MATERIAL BATTS-
THICKNESS (INCHES) 6j
PERIMETER INSULATION DEPTH (INCHES)
6. FOUNDATION WALL
MATERIAL
BRAND NAME CERTAINTEED
THERMAL RESISTANCE (R -VALUE)
BRAND NAME CERTAINTEED
THERMAL RESISTANCE (R -VALUE) 19
BRAND NAME
THERMAL RESISTANCE (R -VALUE)
BRAND NAME CERTAINTEED
THERMAL RESISTANCE (R -VALUE) 19
BRAND NAME
THICKNESS (INCHES) THERMAL RESISTANCE (R -VALUE)
DECLARATION
I HEREBY CERTIFY THAT THE ABOVE INSULATION WAS INSTALLED IN THE BUILDING AT THE ABOVE LOCATION IN
CONFORMANCE WITH THE CURRENT ENERGY EFFICIENCY STANDARDS FOR RESIDENTIAL BUILDINGS (TITLE 24,
PART 6, CALIFORNIA CODE OF REGULATIONS) AS INDICATED ON THE CERTIFICATE OF COMPLIANCE, WHERE
APPLICABLE.
JUNE 4, 1996
DATE
2, 3, 4
ITEM #`S DAN HANSEN BRANCH MANAGER
COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION
7 County Center Drive - ,Oroville, California 95965 - Telephone (916) 538-7541 --
_ PERRIIT NO.
APPLICATION AND PERMIT f�' ��' ,
ASSESSORPARCELNUMBEA 011-410-163
SR3 ZONING
BUILDING PERMIT
OWNER GARY WEIBEL
8EPHONE 00
SO. FT. OCC. BUILDING VALUAq N
OWNERS MAIUNG ADDRESS PO BOX 660 CHICO, 95927-066011681
R 198,774
359 0 2,464
CONTRACTOR'S NAME
UNi�PIOGaN
TELEPHONE
700 M 12,600
973 (1, 129623
CONTRACTORS MAIUNG ADDRESS
Fireplace M 3,000
CONSTRUCTION LENDER
NONE
UNIWOWN
Total Valuation $ 999,
461
LENDER'S MAIUNG ADDRESS
Filing Fee
$ 20,00
Permit Fee
$ .80
ARCHITECT OR ENGINEER NONE
LICENSE NO.
Plan Checking Fee
$ 711-43
Energy Plan Checking Fee
$ 23.0
ARCHITECT OR ENGINEERS MAILING ADDRESS
Penalty
$
BUILDINGADDRESS
141 ALM BLUFFS DR
PERMITFEE
$ 848.9
CHICO
PLUMBING PERMIT
Fling Fee 20.00
Each Trap
7.00
LOT NO.
SUBDIVISIONS NAME
PARCEL MAP
Solar Or heat pump water heater
23.00
USEOFSTRUCTURE
SF ❑X Duplex ❑ Mobilehome ❑ Other
SPECIFY
Water piping
15.00 15.0
Each gas water heater or vent
15.00
Gas piping system 1 - 5 outlets
15.00
Building sewer
15.00
TYPE OF WORK
New EX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑
Describe Work: 2 BR.
Mobile Home S G W
@20.00
PERMITFEE
g
Contractor
ELECTRICAL PERMIT
Filina Fee 20:00
Main Service ( E00v OR LESS )
200A OR LESS
23.00 23.00
Main Service ( 200A TO I000A )
46.00
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 I No.
OWNER -BUILDER DECLARATION
1 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
WORKERS' COMPENSATION DECLARATION
1 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
NEW CONST. DWELLING OCCUP.
OR ( 8 ACC. BLDS. )
SO. 4
3.SQ FT.193.
CNS.
NEW CONST.LTI.OUTLET
NOWRESID. ( BRANCH CIRCUITS )
97.50
( 8 POWER APPARATUS )
SINGLE OUTLET CIR.
Ex. Occup. (OUTLET OR FIXTURES )
20 Q +.00
BAL SO
Ex. Occup. OUTLETS (RES16°EA
( )
5.00
Temporary Service
23.00
Mobile Home Facilities
20.00
Misc. Wiring
23.00
PERMITFEE
$ 196.34
Contractor
MECHANICAL PERMIT
Filing Fee 20.00
Heating
25.00
Cooling
25.00
Hood
6.50
Ventilation
PERMITFEE
$0.00
Contractor
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 certify that in the 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 provisions of section 3700 of the Labor Code, I shall
forthwith comply with those provisions.
X Date /0 "�
Signature of Ap icant - KOwner ❑ tontractor ❑ Agent
An OSHA permit is required for excavations over 60" deep and demolition or construction
of structures over 3 stories in height.
Mobile Home Installation Fee
$
Energy Inspection Fee Is 46.00
occ
CONST. TYPE
VNI
TOTAL FEE $ 2 375.2
HA2. D. F I FLO
cD
p HT
E
This permit is hereby issued under the
of the Butte County Code and/or
indicated above for which fees have
By
PERMITEXPIRESON
applicable provisions
Resolutions to do work
been paid.
Date 1
(Date)
Receipt No. 186040 - 814.43// /yD20i- L5i60, 99
WHITE-D.D.S.-B.D. CANARY -ASSESSOR P NK-INSPE TOR GOLDENROD -APPLICANT I
7
COUNtYO- BUTTE"D'`D_ E� PARTM.E.N=TOFDEVELOPMENTSERVICES -BUILDING DIVISION
7 COUNTY CENTER DRIVE - OROVILLE,&LIFORNIA95965 -TELEPHONE (916) 538-7541
PERMIT APPLICATIONZATA SHEET
OWNER Cr" k, e A. P. No.
Proposed Building UseBuilding Inspector7Date l0 f/�/r
At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance:
DATE RECEIVED BY
1. All items have been submitted.
........................ .....................
2. Plot plans, 3/4 sets, signed by preparer of plans. .:. , ....^.....:............ .
3. Complete plans, 3/4 sets, signed by preparer of plans. s
4. Engineered plans and calcs, 3/4 sets, with wet signature on plans. ...............
5. Hazardous Material Form . ............................................
6. Energy Design Compliance and supporting documentation . ..................
7. Statement of Intent for Non -Heated and A/C Buildings . ......................
8. Engineered truss details and layout in duplicate (required prior to plan check). ....
9. Mobilehome data and iia ufacturer's installation instructions, 2 sets. ...........
AVi0. Fees of $ -?S .............................
I pact fees as shown on attached schedule. ...
California Department of Forestry plan approval/ ees
13. Flood elevation letter (100 year flood) by California ngineer. ............ .
1���<p,4O"Sanitation and plot plan approval &Lilo Health Department . ............
15. City of Chico plumbing permit . .........................................
Plot plan and business license approval fr m City of Biggs/Gridl y. . ..... ; .. .
17. Planning approval for (A) Use: J (B) Parkin :
18. Contact Land Development about (A) Improvements (B) i
��'Driveway permit (construction approval required prior to occupancy). .
X20. Pre -inspection for 1,4,spection req° t
p required. . . to Building Inspector (Date)
21. Contractor's license information. (No., Name Style, Classification) . ..............
22. Certificate of Workmans Compensation Insurance . .......................... .
23. er-Builder Verification (Given to owner Mail to owner ........... .
. Recorded copy of Agricultural Acknowledgement Statement . .......... ......: /d
25. Letter of signature authorization . ..................................... .
26. Copy of recorded deed of parcel creation and 60 right of way to a public road. .... .
27. Letter of intent on building use . .........................................
28. Mobilehome utility clearance . ..........................................
29. Documentation of legal access . ...................... :..................
30. Documentation of 50% subdivision developed or (A) Road improvements completed J
and (B) Parcel meets zoning area and frontage requirements . ...............
31. Existing violations/expired permits . ......................................
32. Plan check list. ................................................. .
33. �4: O�
34.
When bu issue the per it, process as follows: Mail to owner. Mail to contractor.
Telephone - and hold for pickup at rQ v ' Q` office. Deliver with inspector.
7
Other
Parcel Creation
Acreage Applicant Date
of
Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date
- Copy of plans sent Health Dept. Fire Dept. Other Date By
The'following data must be submitted prior to permit issuance: (Circle new item not checked above).
1. Index permit for above items No.
2. Additional items required: 4fe— So F76, G'ay. j --A)
Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date
Contractor, designer, owner, was advised of above required data by _ phone _ mailountgrby _ Date
Plans checked by Date Plans approved by �G Date--2jZ�
Sets of plans on hold in File cabinet AP folder
Copy - Department of Public Works
�1
f
O: Building Department
FROM: Environmental Health
SUBJECT: Sanitation Clearance
E.H. USE!anY
Plot Plan AthcW
Floor Plan Att.c6ed
Seat to H.D. I /
AL ro-J AAh 1 &,qs a L,(l- 10
Owner Location APS
Plan Approved for: Sewage Disposal Water Supply: Public Private Well
Clearance for o3 bedroom .tee home. Other
Hold
Final clearance O. K.
NOTE:
L <—, /Io
Environmental Health §peciahst' Date
Qro1)
1
COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO.
'-- -'' APPLICATION AND PERMIT
ASSESSOR PARCELNU
611r-61.16-1,413 -OWNER
�
BUILDING PERMIT
ag,TELEPHONE
CC. BUILDING VALUATION
ow Aoo
CONrRACTOR'9 NAME -/yam` L,CJ
TELEPHONE
I&,
CONTRACTORS MA41N0 AD(R,
3 o o
CONSTRu Ewm UNKNOWN
LENDER'S MAILING ADDRESS
e[ARCHITECT
Total Valuation $
Fling Fee $
20.00
Permit Fee S C
Q
ARCHITECT q ENGINEER
IQ ne
LICENSE NO.
Plan Checking Fee $
3
Energy Plan Checking Fee S. 2
0O
OR ENGINEERS MARINO ADDRESS
Penalty $
BURRING ADDRESS /
'
PERMITFEE S g C
PLUMBING PERMIT Fling Fee
20.00
Each Trap 7.00
IDT No:
SUBDIVISION'S NAME
PARCEL MAP
Solar or heat pump water heater 23,00
Water piping 15.00
S O
USEOFSTRUCTURE
SF'4 Duplex ❑ Mobilehome ❑ Other
SPECIFY
Each gas water heater or vent 15.00
Gas piping system 1 - 5 outlets 15.00
b0
Building sewer 15.00
p Q
TYPE OF WORK
New k Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑
Describe Work: SCJ
Mobile Home IS I GI WL_ @20.00
PERMITFEE
Contractor
ELECTRICAL PERMIT Filing Fee
20:00
Main Service 000V OR LESS
( 200A OR LESS ) 23.00
Main Servicff�*o-roomc—) 46.00
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:
❑ 1, 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
WORKERS' COMPENSATION DECLARATION
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 polity 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.)
❑ 1 certify that in the 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 provisions of section 3700 of the Labor Code, I shall
forthwith comply with those provisions.
X Date
/'``'-inature of Applicant - ❑ Owner ❑ Contractor ❑ gent
-permit is required for excavatioyTs pv rC ne�p n demolition or construction
Tes over 3 stories in height. Jfl
D — 9 )
CANARY -ASSESSOR PINK-INSPdEgrTOR GOLDENROD -APPLICANT I
NEW CONST. DWELLING OCCUR SD.
DR AOON ( a ACC. BLEs. ) 3.5� rT. 5 :331
NEW CONST. MULTI.OUTLEi
S
NON-RESID. ( BRANCH CIRCUITS ) @7.50
APPARATUS )
( POa SINGLE OUTLET 010.
Ex. Occup. ( OUTLET OR FIXTURES) 20 O 1.00
BAL .SO
Ex. Occup. FIXED A PLNS. OR 5.00
Temporary S^--'-^ 23.00
Mobile Home Facilities 20.00
Misc. Wiring 23.00
PERMITFEE $
Contractor
MECHANICALPERMIT Flin Fee 20.00
FilingFee
Heating
Cooling OC./
Hood 6.50
Ventilation
PERMITFEE $ Q 'v
Contractor
Mobile Home Installation Fee S
Energy Inspection Fee $ L' G
CONST
TOTAL FEES
Z. 1 O. FEES
IMP D
C SpJ�pjISSUE
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 Date
PERMITEXPIRESON
(Data)
• • ' COUNTY OF BUTTE
DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541
OWNER
0
PROPOSED BUILDING USE J4Z&w S �'
0 SCHOOL DISTRICT FEES
(paid at District Office)
A.P. # dZ/ = /l—1 u
DATE z
REC. # DATE REC
.HERIFF FEES (paid at Building Division)
Residential...... x =$3, Q 006r7 �Z �
unit amt.
Commercial (sq. ft.) . x = $
3. URBAN AREA FEES
(paid at Building Division)
Residential (per unit). x =$
#units amt.
Commercial (sq.ft.).. x =$
. sq. ft. amt.
U RECREATION DISTRICT FEES
(paid at District Office) C�
5. THERMALITO DRAINAGE DISTRICT FEES
$400.00 (paid at Building Division)
6. SRA FIRE INSPECTION AND PLAN CHECK
$89.00 (paid at Building Division)
7. WATER TENDER FEES
(BATTALION # )
$200.00 (paid at Building Division)
8. CSA 87 TRAFFIC FEE
$2500.00 (paid at Building Division)
9. OTHER
At time of permit application, I was advised the above fees are required to be paid prior to issuance of the
permit.
L,,.a d DATE
APPLICANT
1y�- /x;551. •°R! t W. 4'.. i..�1. +F
BUTTS COUNTY PARRS DEVELOPMENT FEE CERTIFICATION FORM
CHICO AREA RECREATION AND PARK DISTRICT
Assessor Parcel Number(s) e -/% y _ / :
Property Owner ( -%'„ � e %J (A i 1_,
Project Location/Address � L�% / AA o CZgC;g �r
Subdivision Lot Number(s) /
Residential Development: (check one)
�ew Development _Alteration/Addition Mobilehome(s) _Non -Residential
to Residential
Total Number of Dwelling Units
Comment:
Building Department Representative D e
Chico Area Recreation
/and Park District(CARD) certifies that
(Applicant-tJame) (Phone Number)
zV �� D
(Street Address)
City
(State
Zip .Code)
has complied with the requirements of Butte Co. Resolution No. 90-140 by
00
payment for dwelling units @ $1,189 for total payment of $�,,.
r.
CARD Repr7entative Date
PAID BY CHECK NO. REMARKS:
a
BANK NO. t/ -2. 12
PAID BY CASH
RECEIPT NO. LFlo
Distribution: White --Applicant
Pink --CARD
park.fee (form revised 11/90)
Yellow --Butte Co. Building Dept.
Goldenrod --City of Chico Building'Dept.
10/12/95 3t15PM GG1A#4166
DIECK $1189.00
.r -� 'ti.t. r - .r �� ' . •�:,,,'�`7..]'�r��i.�,. .. ., rrN�;y,�. t*.ray';`,. .vl:-� "w.. �'+..-^sr' ti T.,, r .^n .. . _
tY..-� _ � �".'�,� ( �?tl�. , - �''C%,t , , ,� A ani �;•� ' , '
'BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM
(On&FS Per Building)
School District T ? -d Building Department No.
A.P. Number _ �J / 0— / Jurisdiction: City �ounty
Property Owner ct r cy CAJ r_e �j s
Property Location/Addres4 /4l/_A/rw
Subdivison .�..
�ns
Lot No.
/S
Residential Development
Sq:�Footage
No. of Living
MHI
Addition
,�C `(,Group, R)
Units
�—
Commercial/Industrial
0
Sq. Foolagel ,
New
Addition
(Including Exterior
Roofed Areas)
Building Departme t Roe7kfative
Date
District Identification No.
r
Co �j�l �� ��, School District certifies that AIVA 1�4,IRL
P, 0. J , (Applicant)
5D (o 0 C'16� n�ruw
(Street Address) (Ph0502,
one Number)
V
T' P�
(City) (State) (Zip Code)
t..13z
has complied with the requirements of Resolution No. 4� by payment of $
representing ��R 1 -square feet. As 2926 $
FULL MITIGATION $
School District Representative Date
Paid by Check #
Bank Number _
Paid:by Cash
Remarks:
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 prajectR,_
is being reviewed under the California Environmental Quality Act (CEQA), this projec a , be subject toy'f
additional school fees to fully mitigate its impact on the school district's schools.
White (applicant), Yellow (building department), Pink (school district) feeform.wkt (11/94)amm
DEC -21-1995 09:0-71 FROMTO 8956512 PfO1
r�ta�r
1&3
NGINEERING
' vil Er�pineers ! FUnners •, Surveyors
December 21, 1995
Department of Development Servi
BUILDING DEPARTMENT
1 469 Humboldt Road
Chico, CA. 98928
Attn: Dave Wasney
Subject: Weibel Residence
Dean Mr. Wasney.
The contractor has requested that
to prvvidr, r wdt to vibrate. Wel
immediately after the concrete is
Very Truly Yours, .
NQRTHSTAR ENI,HNEERING
Michael McEnespy
band �� uanly��1 m
>F�� cam-
. rte -
w F0a r
Its
of the two #4 bars in the tap of the foundation be Wet set
reby approve this change. The #4 bar wiU be wet set
ed. vibrated and screeded.
E COUNTY
BuILNNG DEPARTKNI
APPROVD
i
12-7.1 -"i5
7671 "g" IZ-zl
post -it® Fax Note . prom rs LE,J
Co.IDept. U 1 L'b r Cy Phone!►
PhoneR �7 5
a Fax s►
Fsox 0
20 DECLARATION ORIVE
CHICO, CALIFORNIA 95926
916.893-1600
Tr,T/11 f1 f1�
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R
Project Title.......... The Weibel Residence Date........ 10/03/95
Project Address........ Lot 15 Alms Bluff Drive
Chico ��j o�s�2
Documentation Author... Marty Runnells Building Permit #
Company................ Energy Calculation Svcs. i(
Telephone .............. (916) 894-8466 Plan -Check Date
Compliance Method...... MICROPAS4 by Enercomp, Inc.
Climate Zone........... 11
Field Check/ Date
MICROPAS4 v4.02 File -95219S Wth-CTZ11S92 Program -FORM CF -1R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
GENERAL INFORMATION
Conditioned Floor Area.....
Building Type ..............
Construction Type .........
Building Front Orientation.
Number of Dwelling Units...
Number of Stories..........
Floor Construction Type....
3681 sf v
Single Family Detached /
New
Front Facing 0 deg (N)
1
2
Raised Floor (Package E)
BUILDING SHELL INSULATION
Component Insulation Assembly
Type R -value U -Value Location/Comments
Wall �R 19" 0.065 PLAN FRONT, FRONT -RIGHT, FRONT -LEFT
LEFT, LEFT -FRONT, LEFT -BACK
TO CRAWLSPACE, BACK, BACK -LEFT
BACK -RIGHT, BASEMENT, RIGHT, RIGHT -BACK
Door R-0 0.330 ENTRY
Wall Rzn/a 0.575 MASSWALL
Roof �R--O
R-3) 0.025 VAULT
Floor R-190.037 RAISED FLOORS1abEdge 0.900 TO EXTERIOR
S1abEdge R-0 0.720 TO EXTERIOR
SlabEdge R-0 0.500 TO CRAWLSPACE
FENESTRATION
# of Interior Over -
Area U- Pan- Shading/ Exterior hang/ Framing
Orientation (sf) Value es Description Shading Fins Type
Door Front (N) 24.050 70 2 Drapes.Std None Yes Wood
Window Front (N) 5.0 0,/800 2 Drapes.Std None Yes None
WindowFront
27.0 0.670 2
es.Std None Yes Metal
Window �,Front (N,) 172.0 0.670 2 Drapes . Std None Yes Metal
Window Front (N) 8.0 0.820 2 Drapes.Std None Yes Metal
Window Front (NE) 13.5 0.670 2 Drapes.Std None Yes Metal
Window Front (NE) 4.0 0.820 2 Drapes.Std None Yes Metal
Window Left (NE) 14.0 0.670 2 Drapes.Std None Yes Metal
Window Left (E) 44.0 0.670 2 Drapes.Std None'' 2's�"' Metal
Window Left (SE) 48.0 0.720 2 Drapes.Std ' <es Metal
Window Back (SE) 53.5 0.670 2 Drapes.Std�A P e;, Metal
Window Back (SE) 74.0 0.820 2 Drapes.Std e eta
Window Back (SW) 64.0 0.820 2 Drapes.St ��� No Yes Metal
Window Back (S) 56.0 0.670 2 Drapes Ne Yes Metal
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R
Project Title.. ........ The Weibel Residence Date........ 10/03/95
MICROPAS4 v4.02 File -95219S Wth-CTZ11S92 Program -FORM CF -1R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
FENESTRATION
SPECIAL FEATURES/REMARKS
# of Interior
Over -
Area U- Pan- Shading/
Exterior hang/
Framing
Orientation
(sf) Value es Description
Shading Fins
Type
Window Right (SW)
15.0 0.670 2
Drapes.Std
None Yes
Metal
Window Back (S)
121.0 0.820 2
Drapes.Std
None Yes
Metal
Window Back (SW)
42.5 0.670 2
Drapes.Std
None Yes
Metal
Window Left (SE)
30.0 0.820 2
Drapes.Std
None Yes
Metal
Window Left (SE)
10.0 0.670 2
Drapes.Std
None Yes
Metal
Window Back (SW)
48.0 0.720 2
Drapes.Std
None Yes
Metal
Window Back (S)
48.0 0.720 2
Drapes.Std
None Yes
Metal
Window Right (W)
44.0 0.670 2
Drapes.Std
None Yes
Metal
Skylight Front (N)
6.0.0.800 2
None
None None
Metal
Skylight Left (E)
6.0 0.800 2
None
None None
Metal
Skylight Right (W)
4.0 800 2
None
None None
Metal
0 THERMAL MASS
l/
Area Thickness
Type
Exposed
(sf) (in)
Location/Comments
ExteriorVert
Yes
156 8.0
BASEMENT/WATERFALL
S1abOnGrade
No
250 4.0
BASEMENT
S1abOnGrade
Yes
70 4.0
BASEMENT -TYPICAL
SlabOnGrade
No
564 8.0
CMU RETAINING WALL
InteriorHorz
Yes
990 1.0
KIT./DIN./MUSIC/BATHS
InteriorVert
Yes
273 1.0
SHOWER/TUB ENCLOSURES
HVAC SYSTEMS
Minimum
Duct
Duct Thermostat
Equipment Type , Efficiency
Location
R -value Type
Gas
X0.930--"AFUE
Crawlspace
R-4.2 Setback
ACSplit
SEER
Crawl space
R-4.2 Setback
WATER
HEATING SYSTEMS
Number Tank
External
in
Energy Size
Insulation
Tank Type Heater Type Distribution Type System Factor (gal)
R -value
Storage_ Gasp--
-��.� �Ppelnsul-aton
_ .2_-,,:�
60- EF;. — 50
SPECIAL FEATURES/REMARKS
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R
Project Title.......... The Weibel Residence Date........ 10/03/95
MICROPAS4 v4.02 File -952195 Wth-CTZ11S92 Program -FORM CF -1R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
COMPLIANCE STATEMENT
This certificate of compliance lists the building features and performance
specifications needed to comply with Title -24, Parts 1 and 6 of the
California Code of Regulations; and the administrative regulations to
implement them. This certificate has been signed by the individual with
overall design responsibility. When this certificate of compliance is
submitted for a single building plan to be built in multiple orientations,
any shading feature that is varied is indicated in the Special Features/
Remarks section.
DESIGNER or OWNER
Name.... Lenn Goldmann Name....
Company. Lenn Goldman & Associates Company.
Address. 343 W. 4th Street Address.
Chico, CA 95928
Phone... (916) 345-1161 Phone...
License.
Signed ..Ai .y�,Signed . .
date
ENFORCE NT ENCY
Name....
Title...
Agency..
Phone...
Signed.
ate
DOCUMENTATION AUTHOR
Marty Runnells
Energy Calculation Svcs.
1907 Mangrove Ave. Ste D
Chico, California 95926
(916) 894-8466
MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF -1R
Project Title.......... The Weibel Residence Date........ 10/03/95
.Project Address ......... Lot 15 Alms Bluff Drive
Documentation Author.
Company ..............
Telephone............
Compliance Method....
Climate Zone.........
Chico
.. Marty Runnells
Energy.Calculation Svcs.
(916) 894-8466
MICROPAS4 by Enercomp, Inc.
.. 11
Building Permit
Plan Check Date-
Field
ate
Fie d Check/ Date
MICROPAS4 v4.02 File -952195 Wth-CTZ11S92 Program -FORM MF -1R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
Lowrise residential buildings subject to the Standards must contain these
measures regardless of the compliance approach used. Items marked with an
asterisk (*) may be superseded by more stringent compliance requirements listed
on the Certificate of Compliance. When this checklist is incorporated into the
permit documents, the features noted shall be considered by all parties as
binding minimum component performance specifications for the mandatory measures
whether they are shown elsewhere in the documents or on this checklist only.
BUILDING ENVELOPE MEASURES
Design- Enforce-
er ment
*150(a): Minimum R-19 ceiling insulation.
150(b): Loose fill insulation manufacturers labeled R -Value.
*150(c): Minimum R-13 wall insulation in framed walls
(does not apply to exterior mass walls).
*150(d): Minimum R-13 raised floor insulation in framed floors;
minimum R-8 in concrete raised floors.
150(i): Slab edge insulation - water absorption rate no greater
than 0.30, water vapor transmission rate no greater than 2.0
perm/inch.
118: Insulation specified or installed meets CEC quality
standards. Indicate type and form.
116-17: Fenestration Products, Exterior Doors and Infiltration/
exfiltration controls
a. Doors and windows between conditioned and unconditioned
spaces designed to limit air leakage.
b. Manufactured fenestration Products have label with
certified U -value, and infiltration certification.
c. Exterior doors and windows weatherstripped; all joints
and penetrations caulked and sealed.
150(8): Vapor barriers mandatory in Climate Zones 14 and 16
only.
150(f): Special infiltration barrier installed to comply with
Sec. 151 meets CEC quality standards.
150(e): Installation of Fireplaces, Decorative Gas Appliances
and gas logs
1. Masonry and factory -built fireplaces have:
a. Closeable metal or glass door
b. Outside air intake with damper and control
c. Flue damper and control
2. No continuous burning gas pilots allowed.
MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -1R
Project Title.......... The Weibel Residence Date........ 10/03/95
MICROPAS4 v4.02 File -952195 Wth-CTZ11S92 Program -FORM MF -1R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES
Design- Enforce-
er ment
110-13: HVAC equipment, water heaters, showerheads and faucets f
certified by the CEC.
150(i): Setback thermostat on all applicable heating systems.
150(j): Pipe and Tank insulation
1. Indirect hot water tanks (e.g., unfired storage tanks or
backup solar hot water tanks) have insulation blanket (R-12
or greater) or combined interior/exterior insulation (R-16
or greater).
2. First 5 feet of pipes closest to water heater tank, non -
recirculating systems, insulated (R-4 or greater).
3. All buried or exposed piping insulated in recirculating
sections of hot water system.
4. Cooling system piping below 55 degrees insulated.
5. Piping insulated between heating source and indirect
hot water tank.
*150(m): Ducts and Fans
1. Ducts constructed, installed and sealed to comply with UMC
sections 1002 and 1004; ducts insulated to a minimum
installed value of R-4.2 or ducts enclosed entirely within
conditioned space.
2. Exhaust fan systems have backdraft or automatic dampers.
3. Gravity ventilating systems serving conditioned space have
either automatic or readily accessible, manually
operated dampers.
114: Pool and Spa Heating Systems and Equipment
1. System is certified with 7801 thermal efficiency, on-off
switch, weatherproof operating instructions, no electric
resistance heating and no pilot light.
2. System installed with:
a. At least 36, inches pipe between filter and heater for
future solar heating.
b. Cover for outdoor pools or outdoor spa.
3. Pool system has directional inlets and a circulation
pump time switch.
115: Gas-fired central furnace, pool heater, spa heater or
household cooking appliance have no continuously burning
pilot light (Exception: Non -electrical cooking appliance
with pilot < 150 Btu/hr.).
LIGHTING MEASURES
150(k): 40 lumens/watt or greater for general lighting in
kitchens and rooms with water closets; and recessed ceiling
fixtures IC (insulation cover) approved.
Design- Enforce-
er ment
COMPUTER METHOD SUMMARY Page 1 C -2R
Project Title..... ... The Weibel Residence Date........ 10/03/95
Pr e t Add L t 15 Al Bl -F -F D
o� c ress........ o ms u rive
Chico
Documentation Author... Marty Runnells
Company ................ Energy Calculation Svcs.
Telephone .............. (916) 894-8466
Compliance Method...... MICROPAS4 by Enercomp, Inc.
Climate Zone........... it
Field Check/ Date
MICROPAS4 v4.02 File -952195 Wth-CTZ11S92 Program -FORM C -2R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
MICROPAS4 ENERGY USE SUMMARY
Energy Use
Standard
Proposed
Compliance
(kBtu/sf-yr)
Design
Design
Margin
Space Heating..........
17.41
15.51
1.90
Space Cooling.........:
13.70
15.60
-1.90
Water Heating..........
7.10
7.02
0.08
Total
38.21
38.13
0.08
*** Building complies with Computer Performance ***
GENERAL INFORMATION
Conditioned Floor Area.....
Building Type ..............
Construction Type .........
Building Front Orientation.
Number of Dwelling Units...
Number of Building Stories.
Weather Data Type..........
Floor Construction Type....
Number of Building Zones...
Conditioned Volume.........
Footprint Area .............
Ground Floor Area..........
Slab -On -Grade Area.........
Glazing Percentage.........
Average Ceiling Height.....
3681 sf
Single Family Detached
New
Front Facing 0 deg (N)
1
2
ReducedYear
Raised Floor
1
42751 cf
3925 sf
3925 sf
884 sf
26.7 0 of FA
11.6 ft
BUILDING ZONE INFORMATION
(Package E)
Floor
# of
Vent
Special
Area
Volume Dwell Cond- Thermostat
Height
Vent Area
Zone Type (sf)
(cf) Units itioned Type
(ft)
(sf)
HOUSE
Residence 3681
42751 1.00 Yes Setback
8.0
n/a
1
COMPUTER METHOD SUMMARY Page 2 . C -2R
Project Title.......... The Weibel Residence Date........ 10/03/95
MICROPAS4 v4.02 File -952195 Wth-CTZ11S92 Program -FORM C -2R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
OPAQUE SURFACES
Area
U-
Insul
Act
Solar
Form 3
Location/
Surface
(sf)
value
R-val
Azm
Tilt Gains
Reference
Comments
HOUSE
1
Wall
503
0.065
R-19
0
90
Yes
None
PLAN FRONT
2
Door
28
0.330
R-0
0
90
Yes
None
ENTRY
3
Wall
182
0.065
R-19
320
90
Yes
None
FRONT -RIGHT
4
Wall
37
0.065
R-19
330
90
Yes
None
FRONT -RIGHT
5
Wall
236
0.065
R-19
350
90
Yes
None
FRONT -RIGHT
6
Wall
62
0.065
R-19
355
90
Yes
None
FRONT -RIGHT
7
Wall
37
0.065
R-19
20
90
Yes
None
FRONT -LEFT
8
Wall
245
0.065
R-19
25
90
Yes
None
FRONT -LEFT
9
Wall
37
0.065
R-19
30
90
Yes
None
FRONT -LEFT
10
Wall
62
0.065
R-19
55
90
Yes
None
FRONT -LEFT
11
Wall
217
0.065
R-19
90
90
Yes
None
LEFT
12
Wall
80
0.065
R-19
85
90
Yes
None
LEFT -FRONT
13
Wall
165
0.065
R-19
115
90
Yes
None
LEFT -BACK
14
Wall
106
0.065
R-19
90
90 -No
None
TO CRAWLSPACE
15
Wall
255
0.065
R-19
180
90
Yes
None
BACK
16
Wall
80
0.065
R-19
135
90
Yes
None
BACK -LEFT
17
Wall
85
0.065
R-19
140
90
Yes
None
BACK -LEFT
18
Wall
60
0.065
R-19
145
90
Yes
None
BACK -LEFT
19
Wall
74
0.065
R-19
150
90
Yes
None
BACK -LEFT
20
Wall
134
0.065
R-19
170
90
Yes
None
BACK -LEFT
21
Wall
49
0.065
R-19
175
90
Yes
None
BACK -LEFT
22
Wall
60
0.065
R-19
200
90
Yes
None
BACK -RIGHT
23
Wall
160
0.065
R-19
205
90
Yes
None
BACK
24
Wall
74
0.065
R-19
210
90
Yes
None
BACK
25
Wall
196
0.065
R-19
225
90
Yes
None
BACK
26
Wall
49
0.065
R-19
235
90
Yes
None
BACK
27
Wall
264
0.065
R-19
180
90
Yes
None
BASEMENT
29
Wall
217
0.065
R-19
270
90
Yes
None
RIGHT
30
Wall
80
0.065
R-19
260
90
Yes
None
RIGHT -BACK
31
Wall
113
0.065
R-19
295
90
Yes
None
RIGHT -BACK
32
Wall
120
0.065
R-19
270
90
Yes
None
BASEMENT
33
Roof
135
0.025
R-38
320
19
Yes
None
VAULT
34
Roof
118
0.025
R-38
140
19
Yes
None
VAULT
35
Roof
291
0.025
R-38
170
19
Yes
None
VAULT
36
Roof
283
0.025
R-38
350
19
Yes
None
VAULT
37
Roof
408
0.025
R-38
0
19
Yes
None
VAULT
38
Roof
367
0.025
R-38
180
19
Yes
None
VAULT
39
Roof
401
0.025
R-38
90
19
Yes
None
VAULT
40
Roof
403
0.025
R-38
270
19
Yes
None
VAULT
41
Roof
87
0.025
R-38
.150
19
Yes
None
VAULT
42
Roof
87
0.025
R-38
210
19
Yes
None
VAULT
43
Roof
290
0.025
R-38
205
19
Yes
None
VAULT
44
Roof
282
0.025
R-38
25
19
Yes
None
VAULT
45
Roof
301
0.025
R-38
167
19
Yes
None
VAULT
46
Roof
301
0.025
R-38
167
19
Yes
None
VAULT
47
Floor
3041
0.037
R-19
0
0
No
None
RAISED FLOOR
1
ExteriorVert
(Thermal Mass)
28
Wall
156
0.575
R-n/a
180
90
Yes
None
MASSWALL
COMPUTER METHOD SUMMARY Page 3 C -2R
Project Title.......... The Weibel Residence Date........ 10/03/95
MICROPAS4 v4.02 File -95219S Wth-CTZ11S92 Program -FORM C -2R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
PERIMETER LOSSES
Length F2
Insul Solar
Surface
(ft) Factor
R-val Gains Location/Comments
HOUSE
48 SlabEdge
5 0.900
R-0
No TO
EXTERIOR
49 SlabEdge
79 0.720
R-0
No TO
EXTERIOR
50 SlabEdge
9 0.500
R-0
No TO
CRAWLSPACE
FENESTRATION
SURFACES
#
of
Vent
SC
SC
Interior
Area Pan-
Frame
Open
U-
Act
Glass
Int
Shading/
Surface
(sf)
es
Type
Type
value
Azm Tlt
Only
Shade Description
HOUSE
1
Door
24.0
Wood
Hinged
0.570
350
90
0.88
0.78
Drapes.Std
2
Window
5.0✓
2
None
Fixed
0.800
350
90
0.88
0.78
Drapes.Std
3
Window
13.5
2
Metal
Fixed
0.670
320
90
0.88
0.78
Drapes.Std
4
Window
13.5
2
Metal
Fixed
0.670
20
90
0.88
0.78
Drapes.Std
5
Window
13.0✓
2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
6
Window
13.0✓2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
7
Window
10.5
2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
8
Window
20.0✓
2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
9
Window
20.0✓2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
10
Window
31.5
2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
11
Window
10.5
2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
12
Window
13.0
2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
13
Window
13.0
2
Metal
Fixed
0.670
0
90
0.88
0.78
Drapes.Std
14
Window
4.0
2
Metal
Slider
0.820
0
90
0.88
0.78
Drapes.Std
15
Window
13.5
2
Metal
Fixed
0.670
330
90
0.88
0.78
Drapes.Std
16
Window
13.5
2
Metal
Fixed
0.670
30
90
0.88
0.78
Drapes.Std
17
Window
4.0
2
Metal
Slider
0.820
0
90
0.88
0.78
Drapes.Std
18
Window
4.0
2
Metal
Slider
0.820
25
90
0.88
0.78
Drapes.Std
19
Window
14.0
2
Metal
Fixed
0.670
355
90
0.88
0.78
Drapes.Std
20
Window
14.0
2
Metal
Fixed
0.670
55
90
0.88
0.78
Drapes.Std
21
Window
13.0
2
Metal
Fixed
0.670{
90
90
0.88
0.78
Drapes.Std
22
Window
48.0
2
Metal
Slider
0.720
115
90
0.88
0.78
Drapes.Std
23
Window
21.0
2
Metal
Fixed
0.670
85
90
0.88
0.78
Drapes.Std
24
Window
10.0
2
Metal
Fixed
0.670
90
90
0.88
0.78
Drapes.Std
25
Window
21.0
2
Metal
Fixed
0.670
145
90
0.88
0.78
Drapes.Std
26
Window
20.0
2
Metal
Slider
0.820
145
90
0.88
0.78
Drapes.Std
27
Window
25.0
2
Metal
Slider
0.820
205
90
0.88
0.78
Drapes.Std
28
Window
15.0
2
Metal
Fixed
0.670
175
90
0.88
0.78
Drapes.Std
29
Window
15.0
2
Metal
Fixed
0.670
235
90
0.88
0.78
Drapes.Std
30
Window
30.0
2
Metal
Slider
0.820
180
90
0.88
0.78
Drapes.Std
31
Window
30.0
2
Metal
Slider
0.820
180
90
0.88
0.78
Drapes.Std
32
Window
10.0
2
Metal
Fixed
0.670
180
90
0.88
0.78
Drapes.Std
33
Window
39.0
2
Metal
Slider
0.820
150
90
0.88
0.78
Drapes.Std
34
Window
32.5
2
Metal
Fixed
0.670
150
90
0.88
0.78
Drapes.Std
35
Window
32.5
2
Metal
Fixed
0.670
210
90
0.88
0.78
Drapes.Std
36
Window
39.0
2
Metal
Slider
0.820
210
90
0.88
0.78
Drapes.Std
37
Window
10.0
2
Metal
Fixed
0.670
180
90
0.88
0.78
Drapes.Std
38
Window
30.0
2
Metal
Slider
0.820
180
90
0.88
0.78
Drapes.Std
39
Window
30.0
2
Metal
Slider
0.820
135
90
0.88
0.78
Drapes.Std
COMPUTER METHOD SUMMARY Page 4 C -2R
Project Title.......... The Weibel Residence Date........ 10/03/95
MICROPAS4 v4.02 File -95219S Wth-CTZ11S92 Program -FORM C -2R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
FENESTRATION SURFACES
# of
Vent
SC
SC
Interior
Area
Pan-
Frame
Open
U-
Act
Glass
Int
Shading/
Surface
(sf)
es
Type
Type
value
Azm
Tlt
Only
Shade Description
40
Window
10.0
2
Metal
Fixed
0.670
135
90
0.88
0.78
Drapes.Std
41
Window
10.0
2
Metal
Fixed
0.670
225
90
0.88
0.78
Drapes.Std
42
Window
48.0
2
Metal
Slider
0.720
225
90
0.88
0.78
Drapes.Std
43
Window
6.0
2
Metal
Slider
0.820
170
90
0.88
0.78
Drapes.Std
44
Window
15.0
2
Metal
Slider
0.820
140
90
0.88
0.78
Drapes.Std
45
Window
25.0
2
Metal
Slider
0.820
200
90
0.88
0.78
Drapes.Std-
46
Window
21.0
2
Metal
Fixed
0.670
200
90
0.88
0.78
Drapes.Std
47
Window
48.0
2
Metal
Slider
0.720
180
90
0.88
0.78
Drapes.Std
48
Window
10.0
2
Metal
Fixed
0.670
270
90
0.88
0.78
Drapes.Std
49
Window
21.0
2
Metal
Fixed
0.670
260
90
0.88
0.78
Drapes.Std
50
Window.
13.0
2
Metal
Fixed
0.670
270
90
0.88
0.78
Drapes.Std
51
Skylight
6.0
2
Metal
Fixed
0.800
350
19
0.88
1.00
None
52
Skylight
6.0
2
Metal
Fixed
0.800
90
19
0.88
1.00
None
53
Skylight
4.0
2
Metal
Fixed
0.800
270
19
0.88
1.00
None
OVERHANGS AND SIDE
FINS
Window-
Overhang
Left Fin
Right
Fin -
Area
Left
Rght
Surface
(sf)
Hght
Wdth
Dpth Hght
Ext
Ext
Ext
Dpth
Hght Ext Dpth
Hght
HOUSE
1
Door
24.0
8
n/a
10
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
2
Window
5.0
1
n/a
10
3.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
3
Window
13.5
4.5
n/a
3
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
.4
Window
13.5
4.5
n/a
3
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
5
Window
13.0
6.5
n/a
4
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
6
Window
13.0
6.5
n/a
4
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
7
Window
10.5
2
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
8
Window
20.0
8
n/a
32.5 5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
9
Window
20.0
8
n/a
32.5 5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
10
Window
31.5
4
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
11
Window
10.5
2
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
12
Window
13.0
6.5
n/a
4
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
13
Window
13.0
6.5
n/a
4
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a'
n/a
14
Window
4.0
2
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
15
Window
13.5
4.5
n/a
3
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
16
Window
13.5
4.5
n/a
3
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
17
Window
4.0
2
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
18
Window
4.0
2
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
19
Window
14.0
3.5
n/a
2
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
20
Window
14.0
3.5
n/a
2
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
21
Window
13.0
6.5
n/a
4
.33
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
22
Window
48.0
8
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
23
Window
21.0
6.5
n/a
4
1.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
24
Window
10.0
5
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
25
Window
21.0
6.5
n/a
4
1.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
26
Window
20.0
5
n/a
4
2.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
27
Window
25.0
5
n/a
4
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
28
Window
15.0
5
n/a
2.
.5
n/a
n/a
n/a
n/a
n/a
n/a n/a
n/a
COMPUTER METHOD SUMMARY Page 5 C -2R
Project Title.......... The Weibel Residence Date........ 10/03/95
MICROPAS4 v4.02 File -952195 Wth-CTZ11S92 Program -FORM C -2R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
OVERHANGS AND SIDE FINS
Window-
Overhang
Left Fin
Right Fin -
Area
Left
Rght
Surface
(sf)
Hght
Wdth
Dpth
Hght Ext
Ext
Ext
Dpth
Hght
Ext
Dpth
Hght
29
Window
15.0
5
n/a
2
.5 n/a
n/a
n/a
n/a.
n/a
n/a
n/a
n/a
30
Window
30.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
31
Window
30.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
32
Window
10.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
33
Window
39.0
6.5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
34
Window
32.5
6.5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
35
Window
32.5
6.5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
36
Window
39.0
6.5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
37
Window
10.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
38
Window
30.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
39
Window
30.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
40
Window
10.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
41
Window
10.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
42
Window
48.0
8
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
43
Window
6.0
2
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
44
Window
15.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
45
Window
25.0
5
n/a
4
2.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
46
Window
21.0
6.5
n/a
4
1.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
47
Window
48•.0
8
n/a
20
1.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
48
Window
10.0
5
n/a
4
.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
49
Window
21.0
6.5
n/a
4
1.5 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
50
Window
13.0
6.5
n/a
4
.33 n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
THERMAL MASS
Area
Thick
Heat
Conduct-
Surface
Mass Type
(sf)
(_in)
Cap
ivity
R -value
Location/Comments
HOUSE
1
ExteriorVert
156
8.0
28.0
0.98
R-0.0
BASEMENT/WATERFALL
2
S1abOnGrade
250
4.0
28.0
0.98
R-.2.0
BASEMENT
3
S1abOnGrade
70
4.0
28.0
0.98
R-0.0
BASEMENT -TYPICAL
4
S1abOnGrade
564
8.0
28.0
0.98
R-1.5
CMU RETAINING
WALL
5
InteriorHorz
990
1.0
24.0
0.67
R-0.0
KIT./DIN./MUSIC/BATHS
6
InteriorVert
273
1.0
24.0
0.67
R-0.0
SHOWER/TUB
ENCLOSURES
HVAC SYSTEMS
Minimum Duct
Duct
Duct
System Type
Efficiency Location
R -value Efficiency
HOUSE
Gas
0.930
AFUE Crawlspace
R-4.2
0.880
ACSplit
10.00 SEER
Crawlspace
R-4.2
0.910
COMPUTER METHOD SUMMARY Page 6 C -2R
Project Title.......... The Weibel Residence Date........ 10/03/95
MICROPAS4 v4.02 File -95219S Wth-CTZ11S92 Program -FORM C -2R
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
Tank Type
1 Storage
WATER HEATING SYSTEMS
Number Tank
in Energy Size
Heater Type Distribution Type System Factor (gal)
Gas PipeInsulation 2 .60 50
SPECIAL FEATURES/REMARKS
External
Insulation
R -value
R-10
HVAC SIZING Page 1 HVAC
Project Title.......... The Weibel Residence Date........ 10/03/95
ro
P t Add L 15 Al B1 ff
jec ress........ of ms u Drive
Chico
Documentation Author.... Marty Runnells
Company ................ Energy Calculation Svcs.
Telephone .............. (916) 894-8466
Compliance Method....... MICROPAS4 by Enercomp, Inc.
Climate Zone........... 11
Field C ec Date
MICROPAS4 v4.02 File -952195 Wth-CTZ11S92 Program -HVAC SIZING
User#-MP1333 User -Energy Calculation Svcs. Run -3681 SF- Residence
GENERAL INFORMATION
Floor Area........ .......
Volume ........ ............
Front Orientation..........
Sizing Location............
Latitude ... ...... ........
Winter Outside Design......
Winter Inside Desi!n.......
Summer Outside Design......
Summer Inside Design.......
Summer Range ................
Interior Shading Used......
Exterior Shading Used......
Overhang Shading Used......
Latent Load Fraction.......
3681
sf
42751
cf
Front
Facing 0
CHICO
EXP STA
39.7
degrees
27 F
17047
70'F
n/a
102 F
Infiltration .....................
78 F
8883
37 F
n/a
Yes
Ducts ............................
Yes
2886
Yes
0.20
HEATING AND COOLING LOAD SUMMARY
deg (N)
Sensible Load .................... 93291 60616
Latent Load...................... n/a 12123
Minimum Total Load 93291 72739
Note: The loads shown are only one of the criteria affecting the selection
of HVAC equipment. Other relevant design factors such, as air flow
requirements, outdoor design temperatures, coil sizing, availability of
equipment, oversizing safety margin, etc., must also be considered. It is
the HVAC designer's responsibility to consider all factors when selecting
the HVAC equipment.
Heating
Cooling
Description
(Btuh)
(Btuh)
Opaque Conduction and Solar......
27233
11485
Glazing Conduction ...............
30542
17047
Glazing Solar............ ......
n/a
18214
Infiltration .....................
27034
8883
Internal Gain ....................
n/a
2100
Ducts ............................
8481
2886
Sensible Load .................... 93291 60616
Latent Load...................... n/a 12123
Minimum Total Load 93291 72739
Note: The loads shown are only one of the criteria affecting the selection
of HVAC equipment. Other relevant design factors such, as air flow
requirements, outdoor design temperatures, coil sizing, availability of
equipment, oversizing safety margin, etc., must also be considered. It is
the HVAC designer's responsibility to consider all factors when selecting
the HVAC equipment.
LAND DEVELOPMENT
BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Building Permit No. -
OWNERS
NAME: NUMBER:
PRINT'LAST NAME FIRST
COUNTY ZONING
DESIGNATION: /2 3 FLOOD ZONE: iC FLOOD MAP: Z S -U .
APPROVED: CONDITIONALLY APPROVED:y RESOLVE PROBLEMS PRIOR TO APPROVAL:
PARCEL CREATION BY DEEDS OR MAP
DEED INFORMATION:
DATE OF CREATION: DEED REFERENCE:
LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO
COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO
COMMENTS/CONDITION
MAP INFORMATION:
DATE OF RECORDING JV 4 /99 / ? %Y LOT % BOOK /00 PAGE
COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT
PAGE 23): YES �o NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW:
A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements.
CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DIVISION UNLESS OTHERWISE NOTED.
1. Maintain a 50 ft. building setback from centerline of road.
2. Maintain a 2 v ft.building setback from rig ht -of -way/•ee"terh"e of /4" r C -u&
3. Maintain a 100 ft. leachfield setback from all existing wells.
4. Maintain a ft. leachfield setback from
5. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department.
6. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290.
7. Connect to a public water supply.
8. Connect to a public sewer system.
_ 9. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National
Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile
homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department
specifications, serves the parcel.
10. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $
11. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below)
12. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010.
13. A. traffic mitigation fee for each new or additional living unit shall be paid. Pay the amounf `of $71V"-4 •'
in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be andle to the PAwwing Dhdsaion.
`•" as stated
14. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic
safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3
requirements of the Uniform Building Code.
1�
15. Deer Mitigation fees are to be paid; if such fees have been adopted by the Butte County Board of Supervisors.
�, z4
u X 16. Pay school impact mitigation fees.
X 17. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte
County Code.
_ 18. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California
Clean Air Act of 1988 as amended.
19. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find
pending examination of the site by a professional archaeologist. This person would then be able to assess the site
significance and suggest appropriate mitigation measures.
5Q 20. /vid Gvr`- �- S'a v.�c n• os Gil G�re�..
22
23
24.
25.
AIO 1N3Wd013A30 ONY1
3. inG .:10 AIN1100
5661 £ Z 10 0
a3ni303a
LD 9/95 - CAVVP51 TORMS. K\BLDGPERM.CLR
COUNTY OF Eur(E
BUILUNG DEPT
0 C T 2 5 9995
Garey B. Weibel
Post Office Box 41
Chico, California 95927
October 24, 1995
Butte County Building Dept.
7 County Center Drive
Oroville, CA 95965
Attn: Alice
Re: AP #011-410-163. Residence located at 141 Alm Bluffs Drive, Chico.
Please be advised that applicant for building permit, identified above, has deleted the
second kitchen, located in the grotto area underneath the house, from the house
plan. We no longer desire to build and install a second kitchen.
Thank you for your attention to this matter.
Sincerely,
Garey B. Weibel
And when recorded mail to:
Building Division
#7 County Center Drive
Oroville, Ca. 95965
05-35696 MJ
1
95-035696'1 Rec Fee 12.00
I Check 12.00
Recorded I
Official Records I
County of
Butte I '
Candace J. Grubbs I
Recorder I
9:55am 16 -Oct -95 I PUBL XX 3
AGRICULTURAL -STATEMENT OF ACKNOWLEDGMENT
FOR RESIDENTIAL DEVELOPMENT
Section 26-8 of the Butte County Code requires 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, pruning, 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:
77-A rgeZ9
Date: fQ•—/Z��� PROPERTY OWNERS:
State of California )
County of � � )
On AD / a � before me, �/ ` Z 'y� �� �v 7412y ���%�
personally appeared `SKkI-7 ( i�3EG personally
known 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,
Bet IIIIIIIIl1111111U111III IIIIIIII IIIII IIUIIII1111IIII11111114
executed the instrument.
WITNESS my hand and official seal. �"`� OFF998804111IEAIILIIIII -
'. W.Z.J. BROWN D
NOTARY PUBLIC • CALIFORNIA N
Y^ COUNTY OF BUTTE
Signature Seal: MY Commission Expiros July 2o, 1997 W
i•11/1111II1111111111IIIIIIIIIUIIIfU1111111111111111111IIUIIINfUUNl3
A.P.
A.-1
VOTE TO RECORDER: DO NOT RECORD THIS SIDE � Ar
Instructions for recording Agricultural Statement of Acknowledgement:
1. Insert the legal description of the property in the space provided on the other side of this
form. The legal description is the narrative description of the property - which will be on
your deed. If you don't have access to the deed, the Recorders Office can provide this
information. ( The description may be handwritten or typed in the space provided or attached
on a separate sheet if more space is required).
2. Property owners must sign in the presence of a Notary Public and have the form notarized.
3. Make a copy of the form and then take the original and copy to the Recorder's Office at 25
County Center Drive, Oroville (the Administration Center building). The Recorder will
record both the original and copy. They will keep the original and return the copy to you.
Just bring the copy back to the Building Division at 7 County Center Drive.
RECORDER'S FEES: $6.00 - 1st. Page
$3.00 - Each Additional Page
RECORDER'S OFFICE HOURS: 9:00a.m. - 3:00p.m. (Monday - Thursday).
OVER
5-35696 �.
ORDER NO. BU -148071 BG
DESCRIPTION
ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE STATE OF CALIFORNIA,
COUNTY OF BUTTE, DESCRIBED AS FOLLOWS:
PARCEL I•
LOT 15, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "THE BLUFFS AT
SPANISH GARDEN", WHICH MAP WAS RECORDED IN THE OFFICE OF THE
RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JULY 19,
1985, IN BOOK 100 OF MAPS, AT PAGE(S) 52 THRU 56.
EXCEPTING THEREFROM A ONE FOOT NO ACCESS STRIP LOCATED ALONG THE
SOUTHERLY BOUNDARY OF THE ABOVE DESCRIBED PARCEL OF LAND AS
DEDICATED TO THE COUNTY OF BUTTE, AND AS SHOWN ON THE ABOVE
REFERENCED MAP.
PARCEL II:
AN EASEMENT FOR INGRESS AND EGRESS OVER AND ACROSS SPANISH GARDEN
DRIVE AND ALM.BLUFFS DRIVE, AS SHOWN. ON THAT CERTAIN MAP ENTITLED,
"THE BLUFFS AT SPANISH. GARDEN"; -WHICH MAP WAS RECORDED IN THE
OFFICE OF THE' RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA,
ON JULY 19, 1985, IN BOOK 100 OF MAPS, AT PAGE(S) 52 THRU 56.
EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF
PARCEL I, DESCRIBED HEREIN.
PAGE 4
�Q "
LO
(7)
..... ..—.......�..—
.. .... a.,
.w��. ..�/ . ..�. , • .mow+ ����tt? { , 1 ctt •r,•'i:, \t.:�.
r i^. �'.:..+�•�7.{L'�•lry it�:JlwM�li�W�W�� •g1.7.'+�►'ni j �i[�S.'.'
'{ y f.�( �, .%). •�Y
:Y..J:i.i� j
.... .—•. •
�.
�'
.• • • / Y
..
. ' • al'�:
:7...•
.
til
,[
M
LOT
14
13
,�
Is
VCAL9 I's 200'
i
! `► '.
: _;
'
SHE
-.T 3
S
EET
4
�f7'.: riAl�`::.
x
a
.
SH
ET 5
7 i.
7g;
4s
SHEET DIAGRAM
.21 xo ro to
'II' IHI IE BLUFFS
Air
SPANESIFIL GARDEN
BEING A PORTION OF SECTIONS
3 AND 4 T.21 N.,•R.2 E., M.D.B.aM.
BUTTE COUNTY CALIFORNIA
'FOR
MIK ASSOCIATES
t ,
RESIDENTIAL
011-410-163
WEIBEL, GAREY
f 141 ALM BLUFF DR, CHICO
i. CONTR: ROBERT HILL
SWIMMING POOL
i
t
95-2667
1"
JOB FINALED (Da Z Z
Signature
V=OK
O = Not OK
=Not Applicable
Not Ready MOBILE HOMES
=
Date
MOBILE HOME UTILITIES (Plans) OK except #'s
1. Zoning Requirements - Setbacks - Easements
Date
2. Soils; Special MH Support Sketch
Date
3. Sewer, Location -Test -Fall -C/O -Concrete
Date
4. Water, Location -Test -Easement Needed (Sketch)
Date
5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete
6. Gas; Location -Test -Wrap; / /'1211.
/ /Nat. or/ /'L"ft./ /LPG
7. Well Clearance & Disconnect
8. Utility Clearance
Date
Card B-1 Date Card B-1
Date
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
11. Cert of Occupancy
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-DepthSpacing-Connectors-Steel
3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails
4. Wood Awn.; Posts-Beams-Rttrs.-Connectors
Shthg: Rfg: Bracing
5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures
6. Carports; Windows -Doors
7. Electric
8. Frmg.; Sils-AnchorsStuds-Rftrs-Trusses
9. Siding; Nailing -Veneer -Stucco -Mesh
10. Roof; Shthg-Roofing
11. Ext.; Steps -Doors -Landings
Date Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date POOLS Plans OK except #'s
et acks-Easements _
of ; Compaction -Structure Stability
ool Structure; Steel -Connections -Thickness
Dea Men -Linin
ec.; Receptacles and Lighting, Distance-GFI
5 ec.; Pool Lighting; 15 Volts-GFI
6. .; Enclosures; Conduit Entries -Terminals -Listed
Alec.; Bonding; Metal w/5' -Circulating Equip. -Heater
EI ;'Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg.
oxes Enclosures-Panelboards-Ins. to Main in Conduit
Hp6 Department Approval
10 lumb.; Cir. Test -Water Supply Test `
�� I
i
Date
1 110 17 V Card B-
Date
Card B-1
Date
1 41 Card B-1
Date
Card B-1
�� I
J=OK
O = Not OK
= Not Applicable
Not Ready RESIDENTIAL (Single & Duplex)
' =�
Date UNDERFLOOR (Plans) OK except ff's Date FRAMING (Continued)
1. Zoning -Setbacks -Easements -Flood -Slope 45. -Hangers -Post Caps -Anchors -Connectors
2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 46. Cing. Joist-Rftr. ties-Purlin-roof Brac-Truss-Shthng.-Rfng.
3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 47. Fireplace Ties or Type A Flue -Fireplace Throat clearance
4. Ftg., Porches & Decks; Soils -Steel-/ /Ftg. Depth ------------------- - --
- 48. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles
5. Stemwalls, Main; Steel -Bloc kouts-Wrapped 49. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions
6. Stemwalls, Garage; Steel- Bloc kouts-Wrapped
6a. Hold Downs and Special Anchors
7. Slab; Steel -Wrapped
8. Piers -Fireplace Ftg.-Steel
9. D.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 -Anchor -Regulator -Service Test
12. Electric; Underground
13. Pienums & Ducts; Clearance -Material -Support -Ins.
14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples
15. Access & Ventilation
16. Insulation
Date Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date PLUMBING (Permit),OK except a's
16. Water Htr.: Vent -Access -Combustion Air -Baffle
----------------------
17. Water Pipe: Test & Anchor -Nail Protection
-
------------------ -------
18. D.W.V.; Test -Fittings & Anchor -Nail Protection
---- --- --------------------------------------------------------
19. Shower Pan. Test. First Floor -Tub Access
20. -Test -Tub & Shower. Second Floor -Tub Access
21. Gas Pipe: Size & Anchors
--------------------------------------------------------------------------------
Date Card B-1 Date Card B-1
------------------------------------------------- -------- --- ------
Date Card B-1 Date Card B-1
Date ELECTRICAL (Permit) OK except a's
22. Fixture & Transformer Clearance -Ins. Protection
-------------------------------------------------------------------------- -----
23. Elec. Receptacles Spacing -Lights & Switches at Doors
24. Size Boxes & No. of Conductors -Stapled
--------------
25,
----------- 25. Romex Installed Close to Edge of Studs & C J.
------------ ------------------------------------------------------- ....... ..
26. Equip. Ground made up wrMech. Fastners-Bond Gas & Water
----------- - --------- ------------------- ---- _.._... _---... ...
.-. -
27. 2 Appliance Circuts in Kitchen & Conductor Size,GFI
-- - ----------------------- ------.............. ... ... --
22. Subfeed Wire Size ga. Cu or AI -A.0 Wire Size ' ga
Cu or At
------- ----------
29. Range Circ r I ga. Cu or AI -Oven Circ. 1 t ga. Cu or At
Insulated Neutral ❑ Yes ❑ No
-------- --------------------- ---------- ----
30. Service-R.ser Conductors & Ground -Man Disconnect . --------------------------...
31. Equip Clearances Panel s- Motors- Mech Equip.
32. Clothes Closet Light -Shower Light -Spa Light
- - ........ ....... . . ...
33 Smoke Detector
--------------- - --- -. ........ ... ... .- .. ......... . .
Date Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date MECHANICAL (Permit) OK except n's
34. A C. Ducts Insulation & Support
------ ....... ... ...........
35. Vent Fan. Exhaust above insulation
------ --- --- -.. ..
36 Condensate Drain & Overflow. Size & Grade
37 Furnance-Vent: Access -Comb Air -Return Air Vent -115 outlet
38 Attic Access & Platform if Furnance in Attic
Date Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date FRAMING (Plans) OK except n s
39 S Is. Proper Material & Anchors
40 Walls Studs -Nailing. Spacing & Bracing -Plates -Sound
41 Bearing Walls over Girders & Floor Nailing
42 Draft Stop in Walls (rat proof)
43 Fire Stops. Furred Ceilings- Stags -Chases -Tub
------- -- - --- --- ._ ...-
44. Headers & Beam -Sze & Bearing
50. Garage Fire Protection Framing
--- --------- ----------------------
51. Property Line Firewall & Openings _
52. Ext. Doors -One 3=Check Garage -3rd Story, 2 Exits
53. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection
54. plywood on Roof Overhang -Attic Vents -Rafter Outriggers
55. -Siding -Nailing Veneer
56. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access
57. Glazing Area -Glass Protection -Skylights -Plastic
58. Shear Walls: Nailing -Bolts
________ 59. -Insulation -Wal Is-Cei Ii ngs
------------------- -
60. Infiltration -Walls -Windows
-- ---------------------------------------------- --
Date Card B-1 Date Card B-1
------------------ ------------------------
Date Card B-1 Date Card B-1
Date FINAL (Plans) OK except a's
61. Ext. Steps -Door & Sidelight Protection -Landings
62' Smoke Detector
------------- ------------------------------- - -
63. Furnace: Vents -Clearance -Comb. Air -Connector -
In Garage: Above Floor-Ducts-Mech. Protection
.. .- -------------------------------
64. Bedroom Exiting
65 G.F.I.& Bath Fixtures & Tub Access -Spa
-- --. . - - - ---------------------
66. Elec. Trim & Subpanel: Breaker Sizes & Labels
.--- -----------------------------
67. Stags & Rails
68 Fireplace or Stove: Clearances -Hearth
.._..------------------------------- -
69 Elec. Outlets at Wood Panel: Int. & Ext.
... .. -. ------------------------------ ----------
70 Kit.Fixt. & Appliance: Grnd.-Air Gap -Cooking Clearance
... _ .. ------------------------------------ --
71 Elec. Outlets & Receptacles at Kit. Counter
------------------------- ----------
72 Garage Fire Door: Swing -Landing -Closer
...... ... ... ... .....-------------------- ----- -----
73. A.C. Duct in Garage -Damper
...... ..................... ------------ --------
74. Wtr Htr.. Vents -Clearance -Comb. Air-Connector-P.R.V.
In Garage: Above Floor-Mech. Protection
. .-..-------------------------------- ----
75. Plb . Elec. & Mech. Equip. Listed for Location
. ...- - ......... --------------------------------- -
76. Elec. Receptacles in Garage: (G.F.I.)-Romex Protection
-- --- --- -------------------------------------------------
7, Insulation -Foam -Looked in Attic ❑ Yes
-------------------------------------------- -----
78. Guard Rads & Deck Construction -Post Caps
.. .- --- ----------------------------------------
79
-------- ---------------------------79 Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth
Clearance Looked under Floor ❑ Yes
--------------
80. Following inslld Drive ❑ Yes ❑ No: Walks ❑ Yes ❑ No:
Planters ❑ Yes ❑ No
.. --- ----------------------------------------
81
.---- ----------------------- 81. Stucco. Brown -Finish
. -------------------------------------------
82 A C Unit. D sconnect. Electrical. Plumbing
83 Vents Above Roof. Plbg -Appliance-Fireplace.-Clearance to
Openings
....... - - - _. _..... --------------------- ------
84 Water Well. Disconnect. Electrical, Plumbing
- - ----------------------------
85 Exterior Elec Trim. G F I. Receptacle -Underground
86 Ventilation Throughout House
87 Glass Protection
88 Corrections from Previous Inspections
89 Gas Test -Meters Tagged. Gas -Electric
-- -- --------------------------------------
90 Water & Sewer Connected -C/O to Grade -HD Approval
91 Energy Compliance Certificate -Other Certificates
--------------------------
Date Card B-1 Date Card B-1
-------------------------- ---------
Date Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Comments at Final:
COUNTY OF BUTTE - DEPARTMENT OFDEVELQPMENTSERVICES -
7 County Center Drive - Oroville, California •95965 - Telephone
• APPLICATIONAND PERMIT
BUILDING DIVISION
(916) 538-7541PEFIMIT NO.
p P%
T
ASSESSOR PARCEL NUMBER
1713 1-410-10-1
zONt9
BUILDING PERMIT
OWNER
TELEPHONE
SO. FT. OCC. BUILDING VALUATION
OWNERS MAIUNG ADDRESS
CONTR . 18,000
CONTRACTOR'S NAME
ROBERT HILL
TELEPHONE
m -1 ?6
CONTRACTOR'S MAILING ADDRESS
Fireplace
CONSTRUCTION LENDER
UNKNOWN
Total Valuation $
LENDER'S MAILING ADDRESS
Filing Fee $ 20,00
Permit Fee $ 189.00
ARCHITECT OR ENGINEER
BACHMAN
LICENSE NO.
Plan Checking Fee $ 23.00
Energy Plan Checking Fee $
HIT
ARCHITECT OR ENGINEER'S MAILING ADDRESS
Penalty $
BUILDING ADDRESS
141 ALM BLUFF DR CHICO
PERMITFEE $ 232.00
PLUMBINGPERMIT Filing Fee 20.00
Each Trap 7.00
LOT NO.
SUBDIVISION'S NAME
PARCEL MAP
Solar or heat pump water heater 23.00
USE OF STRUCTURE
SF ❑ Duplex ❑ Mobilehome ❑ Other POOL
SPECIFY
Water piping 15.00 15.00
Each gas water heater or vent 15.00
Gas piping system 1 - 5 outlets 15.00
Building sewer 15.00
TYPE OF WORK
New P Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑
Describe Work: MAST^R 91-511
Mobile Home S I G I W @20.00•
PERMITFEE $ 35.00
Contractor
ELECTRICAL PERMIT Filino Fee 20:00
Main Service OOOV OR LESS
( zooA OR LESS ) 23.00
Main Service ( L..A To I000A ) 46.00
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 8 ' G53 Lic. No. BJO �3-1 £'3 3$
OWNER -BUILDER DECLARATION
1 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
NEW CONST. DWELLING OCCUP. SO.
OR ADDNS. ( 8 ACC. ) 3.5Q FT.
NEW CONST, MULTI -OUTLET
-OUTLET
NON-RESID. ( BRANCH CIRCUITS ) 07.50
( POWER SINGLE OUAPPARATUS )
8 TLET CIR.
Ex. Occup. (OUTLET OR FIXTURES) IL Q I•50
a 90
Ex. Occup. OUTLETS (REs o.)ea
( ) 5.00
Temporary Service 23.00
Mobile Home Facilities 20.00
Misc . Wiring _POOL 23.00 23.00
PERMITFEE s 43.00
Contractor
WORKERS' COMPENSATION DECLARATION
1 hereby affirm under penalty of perjury one of the following declarations:
9-1 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.
OSI 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 Q I—P d 1— 0
MECHANICAL PERMIT Filing Fee 20.00
Heating
Cooling
Hood 6.50
Ventilation
PERMITFEE $
Contractor
Policy Number EGA-`.. ZAZ -7L.,1'2_:7 —!14--
(The above sections need not be completed if the permit is for work of a valuation
of one hundred dollars ($100) or less.)
❑ 1 certify that in the 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 provisions of section 3700 of the Labor Code, I shall
forthwith comply with those provisions.
X�`-f u�/ Date 0-2A��
Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent
An OSHA permit is required for excavations over 60" deep and demolition or construction
of structures over 3 stories in height.B
Mobile Home Installation Fee $
Energy Inspection Fee $
occ
CONST. TYPE
TOTAL FEE $ 310 00
HAZ. D. F S
IMPFLO
CDF
'/
PARCEL
I.
ISSU
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.
Date 1-1/-�As_
PERMITEXPIRESON
Receipt No. 3.2,' 6 "23
WHITE-D.D.S.-B. D. CANARY -ASSESSOR K -INSPECTOR GOLDENROD -APPLICANT
Building Department
rU
OM: Environmental Health
BJECT: Sanitation Clearance
L -MLLif)wEL
Owner Location AP#
Plan Approved for: Sewage Disposal Water Supply: Public Private Well
Clearance for bedroom mobile home. Other
!' H_H..USE ONLY
1 5 ✓ •, Plat Plea Attached
Plwr Plea AMAW
Seat to B.D. /
Hold final for:
Final clearance O.K. for:
NOTE: '
R/92
Health Specialist
Date
COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES -
7 .County Center Drive — Oroville, balifprnia 95965 - Telephone
APPLICATION AND PERMIT
BUILDING DIVISION
(916) 538-7541 PERMIT NO.
ASSESSOR PARCEL NUMBER
o — 410—leo
ZONING
BUILDING PERMIT
OWNERWE j 15f: L
TELEPHONE
SO. FT. OCC. BUILDING VALUATION
OWNER'S MAILING ADDRESS
CONTRACTOR'S NAME
ZDE�Ee_-r "I Lr L,
TELEPHONE
'
CONTRACTORS MAILING ADDRESS
4A ---A V j_
Fireplace
CONSTRUCTION LENDER
NON
UNKNOWN
Total Valuation $
o
®O�A
Filing Fee
$ 20,00
LENDER'S MAILING ADDRESS
Permit Fee
$ O
ARCM ECTOR NGINEER
LICENSE NO.
Plan Checking Fee
$
Energy Plan Checking Fee
$
ARCHITECT OR ENGINEERS MAILING ADDRESS
Penalty
$
BUILDING ADDRESS
PERMITFEE
$ ' Z
PLUMBINGPERMIT
Fling Fee 20.00
Each Trap
7.00
LAT NO. S UBDNIS IONS NAME PARCEL MAP
Solar or heat pump water heater
23.00
USEOFSTRUCTURE
SF ❑ Duplex ❑ Mobilehome ❑ Other
SPECIFY
Water piping
15.00 is 0C.
Each gas water heater or vent
15.00
Gas piping system 1 - 5 outlets
15.00
Building sewer
15.00
TYPE OF WORK
New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑
Describe Work: �c)L.
Mobile Home I S I GI W
@20.00
PERMITFEE
s 3S. 0 a
Contractor
ELECTRICAL PERMIT
Filinq Fee 20.00
Main Service800V OR LESS
( 200A OR LESS )
23.00
Main Service ( 200A TO I000A )
46.00
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 �- GS3 Lic. No. 3774Dq
OWNER -BUILDER DECLARATION
1 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
WORKERS' COMPENSATION DECLARATION
1 hereby affirm under penalty of perjury one of the following declarations:
53"'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 .LI...10
NEW CONST. DWELLING OCCUP.
OR ADDNS. ( 8 ACC. BLOS. )
SO.
3.5¢ FT.
NEW CONST. MULTI -OUTLET
NON-RESID. ( BRANCH CIRCUITS )
@7.50
( POWER APPARATUS )
d SINGLE OUTLET CIR.
Ex. Occup. (ourLEr OR FIXTURES )
2L (L•50
BAIL SO
EX. Occup. OUTLETS RESID.FIXED A_LNS. �EA
( �
5.00
Temporary Service
23.00
Mobile Home Facilities
20.00
Misc. Wiring p a
23.00
PERMITFEE
$ 3• O
Contractor
MECHANICAL PERMIT
Fling Fee 20.00
Heating
Cooling
Hood
6.50
Ventilation
PERMITFEE
$
Contractor
Policy Number EC_b, 2f 2'7Lo 12'7 - 9
(The above sections need not be completed if the permit is for work of a valuation
of one hundred dollars ($100) or less.)
❑ 1 certify that in the 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 provisions of section 3700 of the Labor Code, I shall
forthwith comply with those provisions.
a
X /' _ Date �U 2`t-�s.
Signature of Applicant - ❑ Owner &-Contractor ❑ Agent
An OSHA permit is required for excavations over 50" deep and demolition or construction
of structures over 3 stories in height.
Mobile Home Installation Fee Is
Energy Inspection Fee $
occ
CONST. TYPE
TOTAL FEE $ f
HAZ. 1 0. FEES I IMP I FLOOD I COF PARCEL PO HOI ISSUE
This permit is hereby issued under the
of the Butte County Code and/or
indicated above for which fees have
By
PERMITEXPIRES ON
applicable provisions
Resolutions to do work
been paid.
Date
(Date)
Receipt No.
WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT I
til / Y
BY: _I M P—
DATE: 11I1G>
JOB NO: 1jG�Q&
PAGE I2 OF
F IoM
gip.
NorthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
os oTN �J
2,.
BUTM COUNTY
BUILDING DEPARTMENT
- APPROVED
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
1
POOL kWA LL
- z""'m
U►;MFog
ALL
M AT i of
coMpA�TlO�1 PT. A �o P� , NALL
21 MINIM L�i'_'11 OF T�i� /0
G•��11.I.T
C,O'IPA
u �A FF
N or2TlTT T ~vN 11�1_I✓ I N�-
TN15 P?,1 AL 1 � :- NJ VA L V' L -j
U
o T L S T P. o A P P;-oVA L-
P- A
-P -A E-,- N �-7-5R-i C-� .
�c �� �k`r�4CllEJ
f (44Sr A3,
BY: JMR NorthStar BUTTE COUNTY
au �
DATE: 11 /'16 / 95
JOB NO.: 5506. ENGINEERING
4 � �alaff, C M o iq
PAGE 3 OF Civil Engineers Planners Surveyors 1 9 1m0 Ij
.MAXIMUM
SOIL
1211 8.1
LEVEL
0
EVELoMAXIMUM WATER LEVEL-
O
0 0
#3 VERTICAL HORIZONTAL
6" O.C. E.W. ON WATERSIDE
�
4 0
X
#3 VERTICAL 8 HORIZONTAL
Q
f@ 12" O.C. E.W. ON SOIL SIDE
37
2" CLR,
o o
1v 2" CLR.
CONCRETE W/ F'c = 2500 PSI
D
o
MIN. lad 28.DAY5
Q Q
OPTIONAL CONSTRUCTION JOINT
MINIMUM
o
SOIL
ROUNDED CORNER AS NEEDED
LEVEL
°
95% RELATIVE COMPACTION (TYPJ.
o �o
Z
Q
0
o 0 0 0
0 -
o
NOTES:
O
�
U
g" 12"
OIL- THIS DETAIL IS INVALID "
-
WITHOUT A LETTER OF APPROVAL
STAMPED AND SIGNED BY LRA
o
ENGINEERING.
2. CONTRACTOR 15 RESPONSIBLE
FOR MEETING ALL SETBACK
REQUIREMENTS A5 5HOWN ON
5' - p"
OTHER PLANS AND PROVIDING
COMPACTION N TESTS AS REQUIRED
BY OTSR PLAN5.
TYPICAL POOL WALL
NOT TO SCALE
0
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: POOL WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/27/95
916-893-1600 �G. IL�-
RetainPRO(tm) 2D (C)1989-92 ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
----------------------------
---------- SOIL DATA
----------------------------------------------------
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 62.4
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1.
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist;
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING:--------
------ ADDED LATERAL
LOADS -------
Vertical load.
_ 0-plf
Lateral Load Acting
...Ecc. (Toe side +)
_ .0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 5.00
ft
Toe Width
= 0.00
ft
Wall Ht. above soil
= 0.00
ft
Heel Width
= 5.00
ft
Key Depth
= 22.00
in
Total Width
= 5.00
ft
Key Width
= 12.00
in
Thickness
= 10.00
in
Key Dist. to Toe
= 0.670
ft
SUMMARY
Pressure @ Toe
= 1,490
psf
Factors of Safety:
Pressure @ Heel
= 84
psf
Overturning =
4.35 :1
Allowable Press.
= 1,500
psf
Sliding =
1.80 :1
Eccentricity
= 8.94
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 0.0
psi
Allowable Shear =
85.00 psi
1 -Way Shear @Heel
= 8.9
psi
-------------
-------------------=---------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,040.0.#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
888..9
#
Factor of Safety
= 1.80
(-)Friction =
983.3
#
Add'1 Force Req'd =
0
#.
----------------------------
FOOTING
DESIGN ------------------------------
--- Toe--- --Heel--.
f'c =
2,500
psi
ACI 9.1 Pressure =
2,086
117
psf Fy =
60,000
psi
Mu - Upward =
.0
3,080
ft-# Using SP @ Heel
Yes
Mu - Downward =
0
5,250
ft-# -------- Rebar Choices --------
Mu - Design =
0
2,170
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ NoGood'in
14.81
in
vu =
0.00
8.87
psi #5 @ NoGood in
22.96
in
vn=2(f'c)1/2*.85=
0.00
85.00
psi #6 @ NoGood in
32.59
in
Rebar CL To Edge =
3.50
2.50
in #7 @ NoGood in
44.44
in.
Depth to steel =
6.50
7.50
in #8 @ NoGood in
48.00
in
Ru = Mu/bd^2 =
0.0
42.9
#9 @ NoGood in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ NoGood in
48.00
in
NORTHSTAR
TITLE:
WEIBEL
RESIDENCE
6,111
ENGINEERING
0.28
DESCR:
POOL.WALL
20 DECLARATION DRIVE
0
.0.00
0
CHICO, CALIFORNIA 95926
JOB #:
5506
BY:JMR @
11/27/95
916-893-1600 PC1IGJ
0.00
RetainPRO(tm)
2D (C)1989-92
ENERCALC
---------------------------------
STEM DESIGN ----------------------------------
0
(Factored values shown for concrete stems)
0
0
Pg 2 of.2
0
<-------------- Stem Designs.
--------------
>
Stem Construction Data
< At
Various
Heights
Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 5.00
4.00
3.67
0.00
ft
WALL TYPE ABOVE HT.
:Concrete Concrete Concrete
Concrete
1,200
Thickness (nominal)
= 12.00
16.00
20.00
20.00
in
Rebar Size
= # 3
# 3
# 3
# 3 .
625
Rebar Spacing
= 12.00
12.00
12.00
12.00
in
Rebar Placed at
Edge
Edge
Edge.
Edge
0
DESIGNDATA.....' ....:............................................
0
fb/Fb + fa/Fa
= 0.000
0.004
0.007
0.367
Lateral Load @ Ht.
= 0
53
94
1,326
#
MOMENT..... Allowable
=. 3,375
4,695
6,015
6,015
ft-#
I Actual
= 0
18
42
2,210
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
85.00.
psi
Actual
= 0.00
0.00
0.00
2.91
psi
Embedment Length Req'd
= 12.00
12.00
12.00
6.00
Wall Weight
_ 150.0
200.0
250.0
250.0
psf
Rebar Depth
= 10.31
14.31
18.31
18.31
in
MASONRYDATA............................................................
f'm
=
psi
Fs
=
psi
Grouting
Special Inspection
n :Es / Em
=
Short Term Increase
=
CONCRETEDATA...........................................................
f'c
= 2,500
2,500
2,500
2,500
psi
Fy
= 40,000
40,000
.40,000
40,000
psi
-------------------------
SUMMARY OF FORCES
&
MOMENTS
----------------------
�-
Overturning
Moments.
Resisting Moments -)
Origin of Force:
# ft
ft-#
-------
.# ft
--------------
ft-#
---------------- --------
Heel Active. Press. =
------
1,062 1.94
---------
2,064
Soil over Heel =
Toe Active Press. _
Soil over Toe =
Sloped Soil @ Heel =
Adjacent Ftg. Load =
Surcharge @ Heel =
Surcharge @ Toe =
Axial Load on Wall =
Load @ Proj. Wall =
Averaged Stem Wts. _
Added Lateral Load =
Footing Weight =
Key Weight =
Vert. Componant of =
Active Press. -.--------
TOTALS = 11040
! --->> Distances from front edge of
2,058 3,933 8,962
--------- -------- ---------
footing bottom (not key)
1,833
3.33
6,111
-22
0.28
-6
0
.0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0
0.00
0
0
0.00
0
1,200
0.81
967
0
0.00
0
625
2.50
1,562
275
1.17
322
0
0.00
0
Active Press. -.--------
TOTALS = 11040
! --->> Distances from front edge of
2,058 3,933 8,962
--------- -------- ---------
footing bottom (not key)
BY:
DATE: ct-e2
JOB NO: 5z50*0
PAGE 1(2) OF
-,\/ E-7 I er.-- L
/i? E7. \x// -\LL
Fo P- '5TEF-'L 67'THF-7-
,NFOIZMA,TIOW)
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Z-
NorthStar
ENGINEERING
Civil Engineers o Planners a Surveyors
BUTTE COUNTY
allILDINODEPARTMENT
4PPROVED
'.
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
F S S 1
C 0537HD
Do
C) r- V-1 cx.3 re --r. LL TEF
0�;OIL MAX IN,
&Z Pe7F CU'r6l DE POUL
o T HERS)
0
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: BASEMENT WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/16/95
916-893-1600P�-'----------------------RetainPRO(tm)
2D (C)1989-92
------------------------------
ENERCALC
-------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA -------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on.Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in.
.....Max. Active
= 0
psf
Surcharge over Toe-
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel:
Yes
Soil Density
= 110.0
pcf
@ Toe.
: Yes
Soil Ht over Toe
= 0.0
in
-------= ADJACENT FOOTING --------
------ ADDED LATERAL LOADS -------
Vertical load
= 0
plf
Lateral -Load Acting
...Ecc. (Toe side +)
= 0.00.
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/.-]
= 0.00
ft
...dist'. to end
= 0.00
ft
Footing Type
Line
-----------------------
----- WALL &FOOTING DATA -------------------------
Retained Height
= 9.50
ft
Toe Width
= 3.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.67
ft
Key Depth
= 32.00
in
Total Width
= 4.67
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= .3.000
ft
SUMMARY
Pressure @ Toe
= 1,316
psf
Factors of Safety:
Pressure @ Heel
= 113
psf
Overturning =
1.97 :1
Allowable Press.
= 1,500
psf
Sliding =
1.53 :1
Eccentricity
= 7.86
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 27.4
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.6
psi
---------------------
-----------------------------
SLIDING
CHECK ----------------------
--------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,638.8
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,680.6
#
Factor of Safety
= 1.53
(-)Friction =
834.3
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DES.I.GN ------------------------------
---
Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,843
158
psf Fy =
60,000
psi
Mu - Upward =
6,669
91
ft-# Using SP @ Heel
Yes
Mu - Downward =
945
586
ft-# -------- Rebar Choices --------
Mu - Design =
5,724
495
ft-# -- Toe --
-- Heel
--
One-Way-Shear:
- #4 @ 11.80 in
11.70
in
vu =
27.40
0.59
psi #5 @ 18.30 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 25.97 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 35.41 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 46.63 in
46.20
in
Ru = Mu/bd"2 =
88.0
.6.1
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 .@ 48.00 in
48.00
in
L'
NORTHSTAR
TITLE:
WEIBEL
RESIDENCE
ENGINEERING
DESCR:
BASEMENT WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #:
5506
BY:JMR @
11/16/95
916-893-1600 P(yl. 18
RetainPRO(tm)
2D (C) 1989-92
ENERCALC
-----------------------------=---
STEM DESIGN
----------------------.------------
(Factored values shown for concrete stems)
Pg 2 of 2
<--------------
Stem Designs-------------->
Stem Construction Data
< At
Various
Heights Above Ftg.
>
---------------------------------------------------------------7-------
DESIGN HT. ABOVE FTG.
= 12.00
10.00
2.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete Concrete Concrete
Concrete
Thickness (nominal)
_ 6.00
6.00
10.00
10.00
in
Rebar 'Size
= # .5
# 5
# 5
# 5
Rebar Spacing
= 12.00
12.00
12.00
12.00
in
Rebar Placed atEdge
Edge
Edge
Edge
DESIGNDATA...............................:..........................
fb/Fb + fa/Fa
= 0.000
0.000
0.329
0.668
Lateral Load @ Ht.
_ 0
0
1,434
2,301
#
MOMENT..... Allowable
= 5,331
5,331
10,911
10,911
ft-#
Actual
= 0
0
3,586
7,288
ft-#
SHEAR....... Allowable
= 85.00
85.00
85.00
85.00.
psi
Actual
= 0.00
0.00
12.06
20.18
psi
Embedment Length Req'd
= 12.00
12.00
12.00
6.90
Wall Weight
= 75.0
75.0
125.0
1.25.0
psf
Rebar Depth
= 4.19
4.19
8.19
8.19
in
MASONRYDATA....................:.......................................
f'm
=
psi
Fs
=
Psi
Grouting
Special Inspection
n : Es / Em
=
Short Term Increase
=
CONCRETEDATA...........................................................
f'c
= 2,500
21500
2,500
2,500
psi
Fy
= 60,000 60,000
60,000
60,000
psi
---------------- -
SUMMARY OF FORCES &
MOMENTS
----------------------
1-
Overturning
Moments.
-I- .Resisting
Moments -�
Origin of Force:
# ft
ft-#
---------
-------
# ft
--------------
ft-#.
---------------- --------
Heel Active Press. =
------
1,654 3.50
5,788
Soil over Heel =
874 4.25
3,717
Toe Active Press. _
-15 0.33
-5
Soil over Toe =
0 0.00
0
Sloped Soil @ Heel =
0 0.00
0
Adjacent Ftg. Load =
0 0.00
0
0 0.00
0
Surcharge @ Heel =
0 0.00
0
Surcharge @ Toe =
0 0.00
0
0 0.00
0
Axial Load on Wall =
0
0 0.00
0
Load @ Proj. Wall =
0 0.00
0
Averaged Stem Wts. =
1,.363 3.40
4,636
Added Lateral Load =
0 0.00
0
Footing Weight =
700 2.34
1,636
Key Weight _
400 3.50
1,400
Vert. Componant of =
0 0.00
0
Active Press.---------
---------
--------
---------
TOTALS =
1,639
5,783
3,337
11,389
!--->> Distances from front edge of footing bottom (not key)
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: BASEMENT WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/16/95
916-893-1600 P�, ��
RetainPRO(tm) 2D (C)1989-92
ENERCALC
---------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of
2
---------------------------------------------------------------------------
---------- SOIL DATA -------------
-----= ADDED VERTICAL
LOADS ------
Allowable Bearing
1,500
psf
Axial DL on Stem
= 600
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 400
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
...Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,0=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht.over Toe
0.0
in
-------- ADJACENT FOOTING --------
-----= ADDED LATERAL LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
to start
= 0.00
ft
At Wall Face [+/-]
= , 0.00
ft
...dist.
...dist.'to end
= 0.00
ft
Footing Type .
:.-Line
----------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 9..50
ft
Toe Width
= 3.00
ft
Wall Ht..above soil
= 2.00
ft
Heel Width.
= 1.67
ft
Key Depth
= 32.00•in
Total Width
_ 4.67
ft
Key Width
= 12.00
in
Thickness
= .12:00
in
Key Dist. to Toe
= 3.000
ft
----------------=--------------
---------------------------
----
SUMMARY --------------------------------
--------------------------------
Pressure @ Toe
= 1,233
psf
Factors of Safety:
Pressure @ Heel
= 625
psf
Overturning =
2.32 :1
Allowable Press.
= 1,500
psf
Sliding =
1.63 :1
Eccentricity
= 3.06
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 30.0
psi
Allowable Shear =
85.00 psi
1 -Way Shear @. Heel
= 0.3
psi
-------------------------
SLIDING
CHECK -=----------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,638.8
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,680.6
#
Factor.of Safety
= 1.63
(-)Friction =
984.3
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
f'c =
.2,500
psi
ACI 9.1 Pressure =
1,760
892
psf Fy =
60,000
psi
Mu - Upward =
7,083
330
ft-# Using SP @ Heel
Yes
Mu - Downward =
945
586
ft-# -------- Rebar Choices --------
Mu - Design =
6,138
255
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 10.99 in
11.70
in
vu =
30.04
0.31
psi #5 @ 17.03 in.
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 24.18 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 32.97 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 43.41 in
46.20
in
Ru- Mu/bd-2 =
94.4
3.1
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio-
0.0018
#10 @ 48.00 in
48.00
in
NGRTHSTAR
0.00
TITLE:
WEIBEL
RESIDENCE
0.00
ENGINEERING
0.00
DESCR:
BASEMENT WALL
600
20 DECLARATION DRIVE
1,363
3.40
700
2.34
400
CHICO, CALIFORNIA 95926
0
JOB #:
5506
BY:JMR @
11/16/95
916-893-1600
TZo F
RetainPRO(tm)
2D (C) 1989-92
ENERCALC
-
----------------------------------
STEM DESIGN ----------------------------------
(Factored values shown for
concrete
stems)
Pg 2 of 2
<--------------
Stem
Designs
-------------->
Stem Construction Data
<
At Various
Heights
Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG. =
12.00
10.00
2.00
0.00
ft
WALL TYPE ABOVE HT. :Concrete
Concrete Concrete
Concrete
Thickness (nominal) =
6.00
6.00
10.00
10.00
in
Rebar Size =
# 5
# 5
# 5
#. 5
Rebar Spacing =
12.00
12.00
12.00
12.00
in
Rebar Placed at
Edge
Edge
Edge
Edge
DESIGNDATA...... .................................................
fb/Fb + fa/Fa =
0.000
0.000
0.329
0.668
Lateral Load @ Ht. _
0
0
1,434
2,301
#
MOMENT..... Allowable =
5,331
5,331
10,911
10,911
ft-#
Actual
0
0
3,586
7,288
ft-#
SHEAR...... Allowable =
85.00
85.00
85.00.
85.00.
psi
Actual =
0.00
0.00
12.06
20.18
psi
Embedment Length Req'd =
12.00
12.00
12.00
6.90
Wall Weight =
75.0
75.0
-125.0
125.0
psf
Rebar Depth =
4.19
4.19
8.19
8.19
in
MASONRYDATA.............................................................
f1m _
psi
Fs =
Psi.
Grouting
Special Inspection
n : E s / :Em =
Short Term Increase =
CONCRETEDATA.............................................................
f'c =
2,500
2,500
2,500
2,500
psi
Fy =
60,000
60,000 .
60,000
60,000
psi
------------------------- SUMMARY OF FORCES &
MOMENTS
------ ---------------
origin of Force:
Heel Active Press. _
Soil over Heel =
Toe Active Press. _
Soil over Toe =
Sloped Soil @ Heel =
Adjacent Ftg. Load
Surcharge @ Heel =
Surcharge.@ Toe-
Axial
oe Axial Load on Wall =
Load @ Proj. Wall =
Averaged Stem Wts. _
Added Lateral Load =
Footing Weight =
Key Weight =
Vert. Componant of =
�- Overturning Moments Resisting Moments -�
# ft ft-# # ft ft-#
-- - - - - -- - - - - ----- - - - - --- - - - - -- -- - - - ---------
1,654: 3.50 5,788
-15 0.33 -5
0 0.00 0
0 0.00 0
0
0 0.00 0
0 0.00 0
Active Press. ---------
TOTALS = 1,639.
! ---» Distances from front edge of
874 4.25 3,717
0
0.00
0
0.00
0
0.00
0
0.00
0.
0.00
600
3.42
1,363
3.40
700
2.34
400
3.50
0
0.00
5,783 3,937.
footing bottom (not key)
0
0
0
0.
0
2,050
4,636
1,636
1,400
0
13,439
GEC -04-1995 09:29 FROM
November 28, 1995
Job Number 95111T
Horton Enterprises
P.O. Box 1477
Chico, GA 95927
Subject: Swimming Pool
Garey Weibel Home
Alm Bluffs Drive
-9 n : amount i; California
Ladies and Gentlemen:
TO 8956512 P.01 Qttl
a& &Jr- -
LRA ENGINEERI
Pr- 1--14115
3230 SUNRISE BLVD., SUITE 5
RANCHO CORDOVA, CA 95742
PHONE: 916-631.4455
NOV 3 0 1995
_ Ilf
It is proposed to construct a pool on the downhill side of the subject residence.
The site was observed on November 22, 1995. We have also reviewed details
prepared by NorthStar Engineering.
All foundations must be carried into either compact native soils or engineered
fill. The fill must extend a minimum of 3 feet beyond the lower pool wall. The
wall foundation must extend deep enough that the footing influence area does
not daylight.
The fill must be graded to prevent surface water from running down slope across
the fill to mitigate erosion. A subsurface drain should be installed next to the
pool wall to prevent any water from accumulating underground and saturating the
fill. Proper drainage is essential to increase the stability of the slope.
Very truly yours,
L -RA ENGINEERING Q�oTGJ�Un'�
h No. 15555
EV. 12 31-97
Laver L.. Roper, C.E. 15555
LLR:ds OFCf�
cc: NorthStar Engineering
lab+.951 1 It
>fr
Post -It"' brand fax -transmittal memo 7611
1 # of pages ►
RAV E
Fftm
JE-FF
Co.
C�
Popt.Phurrolaex
j
FaxN r d:5 Z
Fax#
AW.J. x) Ciurfwa Sacramento Walruwt (;leek
916-fiz 7 -.1455 976-929-9267 5 7 0-Q4J-G i :• 3
chiu) Sarna (:nil
QM491-0304 408-462-17417
TOTAL P.01
IN
RESIDENTIAL PLAN CHECIQNG GUIDE
SINGLE FAMILY DWELLING, DUPLEX AND MISCELLANEOUS ONLY
OWNER: ��t/ ,�� O BUILDING PERMIT NUMBER:
PLAN CHECKER: ASSESSOR PARCEL NUMBER:
GENERAL
Zoning requirements: (sideyards and number of permitted living units).
Valuation.
Plans signed by designer.
Proper description. ,.Eof work on application.
xisting violations on property.
aItems on data sheet; (Impact fees, Health, Developer fees, License law, etc.).
t.r iRecorded notice of violation. 1.
PLOT PLAN:
. Complete parcel size and dimensions.
Setbacks, sideyards, easements, etc.
Other buildings or structures.
Grading, fills, and drainage.
Flood hazard.
Special conditions on creation map, (noise, C.D.F., fire sprinklers, non-combustible, and foundations).
FAU & FAS road setback.
Building or utilities,across lot lines (Record form).
FLOOR PLAN:
Complete to scale plan with dimensions.
Required windows for light and ventilation (Section 1205).
Required windows for second exit (Section 1204).
kylights (Chapter 34 & Section 5207).
Human impact glass (Section 5406).
Required room sizes, ceiling heights (Section 1207).
F.C.I. in baths, garage, kitchen, and exterior outlets (Article 210-8):
ight fixtures, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment.
Locations of water heater, heating and cooling equipment, other electrical or gas equipment.
age firewall, door size, and closer (Section 503(d)(3) ).
1 - 3'0" exterior exit door (Section 3304 (f).
replace and wood stove location, alcoves and clearance.
S oke detectors (Section 1210).
Plumbing ffixtures, water closet clearances and shower size.
1. Standard bracing or engineered design (Table 25V).
2. Unusual shape, size, or split level house requiring lateral design.
3. Clerestory requiring balloon framing and/or engineering.
4. Three story building requiring engineered calculations and plans.
5. Foundation plan complete enough to construct building.
6. Floor construction details complete enough to construct building.
7. Elevations and wall construction details complete enough to construct building.
8. Roof construction details complete enough to construct building.
9. Fireplace construction details and call if necessary.
10. Rafter ties or bearing ridge beam.
11. Garage door or porch header sizes.
12. Stud heights.
13. Adobe soils - special foundation design.
14. Retaining walls requiring design.
15. Special�Inspection required.
May 1995 3.2
RESIDENTIAL PLAN CHECKING GUIDE
SINGLE FAMILY DWELLING, DUPLEX AND MISCELLANEOUS
MISCELLANEOUS ITEMS TO LOOK OUT FOR:
y details: landings, rise and run, head clearance, handrails (Section 3306).
uardrail details (Section 1711 and 33066).
Brick or stone veneer (Chapter 30).
erior plaster - weep screeds (Section 4706).
Proper roof pitch for roof covering (Chapter 32).
Roof covering type - (fire hazard).
oam insulation - protection.
36" halls and stairways.
Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts.
9 Two exits on three-story dwellings (Section 3303 and see Mezzanines -1716).
ttic access and ventilation (Section 3205).
Underfloor access and ventilation (Section 2516).
Combustion air for fuel burning appliances - L.P.G. requirements.
oise requirements on duplexes.
nergy design.
Flashing at all exterior openings.
D.F. responsible area requirements.
BY: -J M P,
DATE: 11/9"--/
JOB NO: 45r;lo
PAGE 9-. OF
b - hStar
ENGINEERING
Civil Engineers • Planners • Surveyors -
SCHEDULE
g��oW
i v
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
For Ke,�- Y n SPT H=o"
KEY_�.JHE2EocGulZS !^ jl ��= I
/�. i L � ',moi\�Q�• C \\
e
DOW L- CI Row)
PIAN
V) t?.,-�,J >=oo T I G
NTS
SHA 3L 85, 4:r57 W-01�>AP, Dl
s �M��D• 14 �b I o�� f✓1 �,�
I
22 IN1FG.5-1� 7 r- P�
Eu�o��
aL- . I -J/ M10. ra. EXTto IIJT
2. �XPoS�1� � f�oGK SHALL ��
� � �,q N � ►,�J �T P� 1 o�z -i`o PaU �
WALL-
H[—�-IC.-�HT
#r- I- <2 (1Gk6
SFe-�ING Fo
le- PTH = olI
DE
#5 DoI,.ICL. C I Roi.j)
GIiJG Fofz
KAY DEPTH = I�j1
I2`
SHA 3L 85, 4:r57 W-01�>AP, Dl
s �M��D• 14 �b I o�� f✓1 �,�
I
22 IN1FG.5-1� 7 r- P�
Eu�o��
aL- . I -J/ M10. ra. EXTto IIJT
2. �XPoS�1� � f�oGK SHALL ��
� � �,q N � ►,�J �T P� 1 o�z -i`o PaU �
NORTHSTAR ENGINEERING
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
FAX (916) 893-2113
REVISED STRUCTURAL CALCULATIONS
PROJECT w����� �(`'iGJ� D�iNGI'i JOB NO.
LOCATION LO I K2 AL-" P2LUFF12 p(L. DATE I I - 20_'T�7
CODES: Uniform Building Code, 1991 Edition
AISC, Manual of Steel Construction, 9th Edition
ACI, Manual of Concrete Practice, 19.88 Edition
AITC, Timber Construction Manual:
MATERIALS: Concrete: f'c = 2500 psi @ 28 Days
Masonry: f'm = 1500 psi
Mortar: f'c = 1800 psi,,Type "S"
Grout: f'c = 2500 psi @.28 days
Steel Reinforcing: A-615 Grade 40 for #4 and smaller
A-615 Grade 60 for #5 and larger
\,. Structural Steel: ASTM A-36
�..``. Steel Pipe: ASTM A53 Grade B
Steel Tubing: ASTM A500 Grade A or B
1`';itMachine Bolts, Anchor Bolts: ASTM A307 Grade A
;.Wood Connectors: Simpson Strong -Tie or equal.
- 5 -;Wood: Light Framing: Const Grade Douglas Fir
Struct Lt Framing: #2 Grade D.F.
Joists & Planks: #2 Grade D.F.
Beams & Stringers: #1 Grade D.F.
Posts & Timbers: #1 Grade D.F.
- Plywood: A.P.A. Rated Sheathing, Grade CD, UBC
Glue -Lam Timber: ANSI/AITC A190.1-1983
Std 25-9
Simple Spans: 24F -V4 Combination
Cantilevers: 24F -V8 Combination
LOADS: Roof Live Load: psf Floor Live Load: psf
Seismic Zone Wind Speed: mph
Exposure: — Method 2 used unless otherwise noted.
Allowable Soil Bearing (psf) I�Oo
ARE SPECIAL INSPECTIONS REQUIRED ? O
GENERAL: Any structural or non-structural items that are not
specifically addressed in the following calculations and
or details are designed by others and are not - the
responsibility of NorthStar Engineering. Verification of
the soil conditions at the project site to determine the
expansion index or bearing capacity is by others.
Page 1 of 2 O
BY: J M ?-
DATE: I/ I
JOB NO:
PAGE 2 OF
NorthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
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BY:
DATE:
JOB NO:
PAGE OF
NofthStar
ENGINEERING
Civil Engineers * Planners 9 Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
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BY:
DATE: 119 C7
JOB NO: (157
PAGE 4
OF
NorthStar
ENGINEERING
Civil Engineers 9 Planners e Surveyors
1 42- r-_ 5i
SCHEDULE
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
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NORTHS✓TAR
ENGINEERING
20 DECLARATION DRIVE
TITLE: WIEBEL RESIDENCE
DESCR: RETAINING WALL
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09./95
916-893-1600 PG _r
RetainPRO(tm) 2D (C)1989-92 ENERCALC
-------------- -------------------------------------------------------
CANTILEVERED
RETAINING
WALL DESIGN
Pg 1
of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL.on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill.Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
--------ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
_ .0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
_ *0.00
ft.
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
_ .0.00
ft
...dist. to end
= 0.00
ft
Footing.Type
Line
---------=------------------
WALL & FOOTING
DATA -------------------------
Retained Height
= 6.00
ft
Toe Width
= 1.50
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.50
ft
Key Depth
= 14.00
in
Total Width
= 3.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist.: to Toe
= 1.500
ft
SUMMARY
Pressure @ Toe
= 1,161
psf
Factors of Safety:
Pressure @ Heel
= 149
psf
Overturning =
2.28 :1
Allowable Press.
= 1,500
psf
Sliding =
1.50 :1
Eccentricity
= 4.64
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 9.5
psi
Allowable Shear. =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
720.0
#
Soil @ Toe Not Used
= 0.0'0
in
(-)Passive Pressure =
586.8
#
Factor*of Safety
= 1.50
(-)Friction =
491.2
#
Add'1 Force Req'd =
0
# _
----------------------------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
.1,626
208
psf Fy =
60,000
psi
Mu - Upward =
1,563
70
ft-# Using SP @ Heel
Yes
Mu - Downward =
236
252
ft-# -------- Rebar Choices --------
Mu - Design =
1,327
182
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
9.54
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8. @ 48.00 in
46..20
in
Ru = Mu/bd-2 =
20.4
2.2
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00,:;pn
48.00
in
0
NORTHSI�R TITLE: WEIBEL RESIDENCE.
ENGINEERING DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95.926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 P� ,�
------------- -------------------------------------------------------
RetainPRO(tm) 2D (C)1989-92 ENERCALC
CANTILEVERED
RETAINING WALL DESIGN.
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 0.plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over -Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING -=-----=----
ADDED LATERAL
LOADS -------
Vertical load
=. 0
plf
Lateral Load Acting
... Ecc. (Toe side +)
= 0.00
in -
On Stem Above Soil
= 0.00
psf
Footing�Width (perp).
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
.dist. to start
_ 0.00
ft
At Wall Face [+/-)
= 0.00
ft
...dist. to end
= 0.00
ft
Footing.Type
Line
-=--------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 8.00
ft
Toe Width
= 2.00
ft
Wall Ht. above soil
= 2:00
ft
Heel Width
= 2.00
ft
Key Depth
= 24.00
in
Total Width
= 4.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 2.000
ft
SUMMARY
Pressure @ Toe
= 1,362
psf
Factors of Safety:
Pressure @ Heel
= 176
psf
Overturning =
2.26 :1
Allowable Press.
= 1,500
psf
Sliding =
1:.58 :1
Eccentricity
= 6.17
in
Resultant Within Middle
Third.
1 -Way Shear @ Toe
= 18.1
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 3.7
psi
-- - - - - - - - - - - - - - - - - - - -
- - - - - - --
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,200.0
#
Soil.@ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,125.0
#
Factor of Safety
= 1.58
(-)Friction =
769.2
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN -------------------------------
---Toe---
--Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,907
247
psf Fy =
60,000
psi
Mu - Upward =
3,261
278
ft-# Using SP @ Heel
Yes
Mu - Downward =
420
981
ft-# -------- Rebar Choices --------
Mu -Design =
2,841
704
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
18.10
3.68
psi #5 @ 20.26 in
18.13
in
vn=2(f1c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd 2 =
43.7
8.7
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in'
48.00
in
NORTHS2 R
34.00
in
TITLE: WIEBEL RESIDENCE
= 5..00
ft
ENGINEERING
12.00
in
DESCR: RETAINING WALL
= 12.00
in
20 DECLARATION DRIVE
3.000
ft
ft-#
Mu - Design =
6,191
CHICO, CALIFORNIA 9592A
ft-#
SUMMARY
JOB #: 5506 BY:JMR
@ 11/09/95
Pressure @ Toe =
916-893-1600 pG 7
------------- ------------------------------------------------------
psf
Factors of Safety:
RetainPRO(tm) 2D (C)1989-92 ENERCALC
vn=2(f'c)1/2*.85=
CANTILEVERED RETAINING WALL DESIGN
Pg 1
of 2
-----------------------------------------------
---------- SOIL DATA -------------
2.07 :1
2.50
--------------------------
------ ADDED VERTICAL
---------
LOADS ------
psf
Allowable Bearing =
1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral =.
30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active =
0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active =
0
psf
Surcharge over Toe
_ 0.0
psf
Backfill Slope =.
0.0:1
in
Surcharge over Heel
_ 0.0
psf
(horiz:vert,O=Level:)
48.00
in
Using Surcharge to resist
0.250
Passive Lateral =
250
pcf
overturning @ Heel
Yes
0.00
Soil Density =
110.0
pcf
@ Toe
Yes
1.56
Soil Ht over Toe =
0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL LOADS -------
Vertical load
_ 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0..00
in
On Stem Above Soil =
0.00
psf_
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load =
0.0
plf
Ftg. Base Above/Below
Soil .
...dist. to start =
0.00
ft
At Wall.Face [+/-]
_ .0.00
ft
...dist. to end =
0.00
ft
Footing Type
Line
----------------------------
WALL &
FOOTING DATA --------------------------
Retained Height =
10.00
ft
Toe Width
= 3.00
ft
Wall Ht. above soil =
.2.00
ft
Heel Width
= 2.00
ft
Key Depth =
34.00
in
Total Width
= 5..00
ft
Key Width =.
12.00
in
Thickness
= 12.00
in
Key Dist. to Toe _:
3.000
ft
ft-#
Mu - Design =
6,191
940
ft-#
SUMMARY
Choices --------
Pressure @ Toe =
1,373
psf
Factors of Safety:
psi
vn=2(f'c)1/2*.85=
Pressure @ Heel =
170
psf
Overturning =
2.07 :1
2.50
Allowable Press. =
1,500
psf
Sliding =
1.56 :1
Ru = Mu/bd"2 =
Eccentricity =
7.80
in
Min. Rebar Ratio =
0.0018
in
Resultant Within Middle
Third
32.68
in
35.09
in
1 -Way Shear @ Toe =
29.8
psi
Allowable Shear =
85.00 psi
in
1 -Way Shear @ Heel =
4.8
psi
in
48.00
in
-----------------------------
@
SLIDING
CHECK
48.00
in
Ftg/Soil Friction =
0.250
Lateral Pressure =
1,800.0
#
Soil @ Toe Not Used =
0.00
in
(-)Passive Pressure =
1,836.8
#
Factor of Safety =
1.56
(-)Friction =
964.6
#
Add'1 Force Req'd =
.0
#
FOOTING DESIGN
f'c
---Toe---
--Heel--
.
ACI 9.1 Pressure =
1,923
238
psf
Mu - Upward =
7,136
251
ft-#
Mu - Downward =
945
1,191
ft-#
Mu - Design =
6,191
940
ft-#
One -Way Shear:
Choices --------
vu =
29..81
4.77
psi
vn=2(f'c)1/2*.85=
85.00
85.00
psi
Rebar CL To Edge =
3.'50
2.50
in
Depth to steel =
8.50
9.50
in
Ru = Mu/bd"2 =
95.2
11.6
23.97
Min. Rebar Ratio =
0.0018
in
#7
f'c
=
2,500
psi
Fy
=
60,000
psi
Using
SP
@ Heel
Yes
--------
Rebar
Choices --------
-- Toe
--
-- Heel
--
#4
@
10.89
in
11.70
in
#5
@
16..89
in
18.13
in
#6
@
23.97
in
25.73
in
#7
@
32.68
in
35.09
in
#8
@
43.03
in
46.20
in
#9
@
48.00
in
48.00
in
#10.
@
48.00
in
48.00
in
NORTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/27/95
916-893-160.0
RetainPRO(tm) 2D (C)1989-92
ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
7 ------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
_ 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1,
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
.On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
_ .0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 6.00
ft
Toe Width
= 1.50
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.50
ft
Key Depth
= 14.00
in
Total Width
= 3.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 1.500
ft
SUMMARY
Pressure @ Toe
= 1,161
psf
Factors of Safety:
Pressure @ Heel
= 149
psf
Overturning =
2.28 :1
Allowable Press.
= 1,500:psf
Sliding =
1.50 :1
Eccentricity
= 4.64
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 9.5
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
------------
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
72.0.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
586.8
#
Factor of Safety
= 1.50
(-)Friction =
491.2
#.
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
. f'c =
2,500
psi
ACI 9.1 Pressure =
1,626
208
psf Fy =
60,000
psi
Mu - Upward =
1,563
70
ft-# Using SP @ Heel
Yes
Mu.- Downward =
236
252
ft-# -------- Rebar Choices --------
Mu - Design =
1,327
182
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
9.54
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7. @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
20.4
2.2
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/27/95
916-893-1600 .C�
RetainPRO(tm) 2D (C).1989-92 ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg.l of 2
-------------------------------------------------------------------------7------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial.DL on Stem
= 0
plf
Active Lateral
=
Axial LL on Stem
= 0
plf.
.....Slope Active
.30.0.psf
=. 0.,0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0.:1
Surcharge. over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250.pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0:in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Addll Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
_ .0.00
ft
.:.dist. to end
= 0.00
ft
Footing Type
Line
----------------- - ----------
WALL & FOOTING DATA -------------------------
Retained Height
= 8.00
ft
Toe Width
= 2.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 16.00
in
Total Width
= 4.00
ft
Key Width
= 12.00.in
Thickness
= 12.00
in
Key Dist. to Toe
= 2.000:ft
SUMMARY
Pressure @ Toe
= 1,356
psf
Factors of Safety:
Pressure @ Heel
= 132*psf
Overturning =
2.19 :1
Allowable Press.
= 1,500
psf
Sliding =
1.19 :1
Eccentricity
= 6.58
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 17.9
psi
Allowable Shear. =
85.00 psi
1 -Way Shear @ Heel
= 3.9
psi
----------
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,200.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
680.6
#
Factor of Safety
= 1.19
(-)Friction =
744.2
#
Add'1 Force Req'd =
0
#
----------------=-----------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
f1c =
2,500
psi
ACI 9.1 Pressure =
1,898
185
psf Fy =
60,000
psi
Mu - Upward =
3,226
239
ft-# Using SP @ Heel
Yes
Mu -Downward =
420
981
ft-# -------- Rebar Choices --------
Mu - Design =
2,806
742
ft-# -- Toe --
-- Heel
--
One-Way.Shear:
#4 @ 13.0.7 in
11.70
in
vu _
17.88
3.87
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6. @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
43.1
9.1
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NOR-THSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/27/95
916-89.3-1600 fC:I Id
RetainPRO(tm) 2D.(C)1989-92 ENERCALC
----------------------------------=---------------------------------------------
CANTILEVERED
RETAINING WALL DESIGN
Pg 1 of 2
------------------------------------------------
---=------ SOIL DATA
-------------
--------------------------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= .0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
: Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= .0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
_ 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in.
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall.
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
- 0.00
ft
At Wall Face [+/-]
_ .0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
--------------------------=-
WALL & FOOTING DATA ------------------
------
Retained Height
= 10.00
ft
Toe Width
= 2.33
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 4.00
ft
Key Depth
= 16.00
in
Total Width
= 6.33
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 2:250
ft
SUMMARY
Pressure @ Toe
= 1,228
psf
Factors of Safety:
Pressure @ Heel
= 678
psf
Overturning =
3.60 :1
Allowable Press:.
= 1,500
psf
Sliding =
1.22 :1
Eccentricity
= 3.65
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 22.4
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 13.7
psi
--------------------------------
SLIDING CHECK------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,800.0
#
Soil @ Toe Not Used
=. 0.00
in
(-)Passive Pressure =
680.6
#
Factor of Safety
1.22
(-)Friction =
1,508.2
#
Add11 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---
Toe -r- --Heel--
f1c =
2,500
psi
ACI 9.1 Pressure =
1,719
950
psf Fy =
60,000
psi
Mu - Upward =
4,409
5,405
ft-# Using SP @ Heel
Yes
Mu - Downward =
570
8,774
ft-# -------- Rebar Choices --------
Mu - Design =
3,839
3,369
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
22.42
13.67
psi #5 @ 20.26 in
18.13
in
vn=2(f1c)1/.2*.85=
85.00
85.00
psi #6. @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
59.0
41.5
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
BY: J�- II�--
DATE: II r2
JOB NO: 6 0&
PAGE II OF
O
:R TAINI�J
`NO SGA L E%
NortlfStar
20 DECLARATION DRIVE
ENGINEERING CHICO, CALIFORNIA 95926
Civil Engineers • Planners • Surveyors 916-893-1600
�otJ�T�U�TIo�I; ,JOINT;.
FOR
PLAINS
.T
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MIIML4M ExTr-:-N, 51:0
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A L L
ALL FooTlC�.
NORTHSTAR ENGINEERING
20 Declaration Drive
.Chico, CA 95926
(916) 893-1600
FAX (916) 893-2113
REVISED STRUCTURAL CALCULATIONS
PROJECT W i% �Fi �i % ��.G� JOB NO.
LOCATION LoT I,-:2' A LM PPL -U FSS Pg.. [3U 7Te, Co. DATE
CODES: Uniform Building Code, 1991 Edition
AISC, Manual of Steel Construction, 9th Edition
ACI, Manual of Concrete Practice, 1988 Edition
AITC, Timber Construction Manual
MATERIALS: Concrete: f'c = 2500 psi @ 28 Days
Masonry: f'm = 1500 psi
Mortar: f'c = 1800 psi, Type "S"
Grout: f'c = 2500 psi @ 28 days
Steel Reinforcing: A-615 Grade 40 for #4 and smaller
A-615 Grade 60 for #5 and larger
Structural Steel: ASTM A-36
Steel Pipe: ASTM A53 Grade B
Steel Tubing: ASTM A500 Grade A or B
=^Machine Bolts, Anchor Bolts • ASTM A307 Grade A
�.; y Wood Connectors: Simpson Strong -Tie or equal.
'Wood: Light Framing: Const Grade Douglas Fir
Struct Lt Framing: #2 Grade D.F.
, Joists & Planks: #2 Grade D.F.
Beams & Stringers: #1 Grade D.F.
Posts & Timbers: #1 Grade D.F.
Plywood: A.P.A. Rated Sheathing, Grade CD, UBC Std 25-9
Glue -Lam Timber: ANSI/AITC A190.1-1983
Simple Spans: 24F -V4 Combination
Cantilevers: 24F -V8 Combination
LOADS: Roof Live Load: psf Floor Live Load:_ psf
Seismic Zone : Wind Speed: 80 mph
Exposure: G Method 2 used unless otherwise noted.
Allowable Soil Bearing (psf) • ISO O
ARE SPECIAL INSPECTIONS REQUIRED ? No
GENERAL: Any structural or non-structural items that are not
specifically addressed in the following calculations and
or details are designed by others and are not the
responsibility of NorthStar Engineering. Verification of
the soil conditions at the project site to determine the
expansion index or bearing capacity is by others.
Page 1 . of Z3
BY: ,J -";?-
DATE: II �(�J
JOB NO: D
PAGE: OF
a: C 07?1520
Exp.q
t A /fin 11-11
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Engineering
Civil Engineers • Planners • Surveyors
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
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JOB NO: N•orthStar 20 Declaration Drive
DATE: Engineering
Chico, CA 95926
PAGE: OF (916) 893-1600
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NORTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 P(a, 4-
-------------------------------------------------------
RetainPRO(tm) 2D (C)1989-92 ENERCALC
-------------------------
CANTILEVERED RETAINING
WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
/ ------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf Axial LL on Stem.
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0,0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
.
Passive Lateral
= 250
pcf overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
--------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
_ 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below-Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist..to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING
DATA ------- --------------------
Retained Height
= 2.00
ft,
Toe Width
= 0.50
ft
Wall Ht. above soil
= 2.00
ftp
Heel Width
= 1.00
ft
Key Depth
= 0.00
in
Total Width
= 1.50
ft
Key Width
= 0.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 0.000
ft
SUMMARY =_______________________________
Pressure @ Toe
= 620
psf
Factors of Safety:
Pressure @ Heel
= 244
psf
Overturning =
4.20-:1
Allowable Press.
= 1,500
psf
Sliding =
2.39 :1
Eccentricity
= 1.31
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 0.0
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
-----------------------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
120.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
125.0
#
Factor of Safety
= 2.39
(-)Friction =
162.1
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---
Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
86.9
342
psf Fy =
60,000
psi
Mu - Upward =
101
21
ft-# Using SP @ Heel
Yes
Mu - Downward =
26
29
ft-# -------- Rebar Choices --------
Mu - Design =
75
8
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
0.00
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
1.2
0.1
#9 @ .48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NORTHSTAR
TITLE:
WIEBEL
RESIDENCE
ENGINEERING
DESCR:
RETAINING
WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #:
5506
BY:JMR @
11/09/95
916-893-1600 P�.Cj
RetainPRO(tm)
2D (C)1989-92
ENERCALC
---------------------------------
STEM DESIGN ----------------------------------
(Factored values shown for concrete stems)
Pg 2 of 2
<-------------- Stem Designs
-------------->
Stem Construction Data
< At
Various
Heights
Above
Ftg.
>
-----------------------------------------------------------------------
DESIGN HT..ABOVE FTG.
_. 4.00
2.00..
0.00
ft
WALL TYPE ABOVE HT.
:Concrete Concrete Concrete
Thickness (nominal)
= 6.00
6.00
8.00
in
Rebar Size
= # 5
# 5.
# 5
Rebar Spacing
= 24.00
24.00
24.00
in
Rebar Placed at
Edge
Edge:
Edge
DESIGNDATA ..........................................
fb/Fb + fa/Fa
= 0.000
0.000:
0.016
Lateral Load @ Ht.
= 0
0
102
#
MOMENT..... Allowable
= 2,793
2,793.
4,188
-ft-#
Actual
= 0
0
68
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
psi
Actual
= 0.00
0.00
0.76
psi
Embedment Length Req'd
= 12.00
12.00
6.00
Wall Weight
= 75.0
75.0
100.0
psf
Rebar Depth
= 4.19
4.19.
6.19
in*
MASONRYDATA............................................................
f'm
=
psi
Fs
=
psi
Grouting
Special Inspection
n : Es / Em
=
Short Term Increase
=
CONCRETEDATA..............................................................
f'c
= 2,500
2,500
2,500
psi
Fy
= 60,000:
60,000
60,000
psi
------------- -
SUMMARY OF FORCES &
MOMENTS
----------------------
I-
Overturning
Moments
Resisting
Moments
Origin of Force:
# ft
ft-#
-------
#
-----
ft
---------
ft-#
---------------- --------
Heel Active.Press. =
------
135 1.00
---------
135
Soil over Heel =
73
1.33
.98
Toe Active Press. _
-15 0.33
-5
Soil over Toe =
0
0.00
0
Sloped Soil @ Heel =
0
0.00
0
Adjacent Ftg. Load =
0 0.00
0
0
0.00
0
Surcharge @ Heel =
0
0.00
0
Surcharge @ Toe
0 0.00
0
0
0.00
0
Axial Load on Wall =
0
0
0.00
0
Load @ Proj. Wall =
0 0.00
0
Averaged Stem Wts. =
350
0.8.0
279
Added Lateral Load =
0 0.00
0
Footing Weight _
225
0.75
169
Key Weight =
0
0.00
0
Vert. Componant of =
0
0.00
0
Active Press. ---------
---------
--------
---------
TOTALS =
120
130
648
546
!--->> Distances from front edge of footing bottom (not key)
NORTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR:,RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #:-5506 BY:JMR
@ 11/09/95
916-893-1600
RetainPRO(tm) 2D (C)1989-92
ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------`-
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf,--
Axial DL on Stem
= 600
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 400
plf
.....Slope Active
= 0.0
`.
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1,
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
: Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in `
-------- ADJACENT FOOTING --------
------ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 2.00
ft
Toe Width
= 0.50
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.00
ft
Key Depth
= 0.00
in
Total Width
= 1.50
ft
Key Width
= 0.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 0.000
ft
SUMMARY
Pressure @ Toe
= 1,065
psf
Factors of Safety:
Pressure @ Heel
= 1,133
psf
Overturning =
8.04 :1
Allowable Press.
= 11'500
psf
Sliding =
3.64 :1
Eccentricity
= 0.09
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 0.0
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel = 0.0
psi
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
120.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
125.0
#
Factor of Safety
= 3.64
(-)Friction =
312.1
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
--- Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,568
1,669
psf Fy =
60,000
psi
Mu - Upward =
197
93
ft.-# Using SP @ Heel
Yes
Mu - Downward =
26
29
ft-# -------- Rebar Choices --------
Mu - Design =
171
64
ft-# -- Toe --
-- Heel
--
one-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
0.00
0.00
psi #5 @ 20.26 in'
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in *7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd-2 =
2.6
0:8
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#1"0 @ 48.00 in
48.00
in
t
NORTHSTAR.
TITLE:
WIEBEL
RESIDENCE
ENGINEERING
DESCR:
RETAINING
WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB '#:
5506
BY:JMR' @
11/09/95
916-893-1600 P(�q- 7
RetainPRO(tm)
2D (C)1989-92
ENERCALC
---------------------------------
STEM DESIGN ----------------------------------
(Factored values shown
for concrete stems)
Pg 2 of 2
<-------------- Stem Designs -------------->
Stem Construction Data
< At
Various
Heights
Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
_ 4.00
2.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete Concrete Concrete
Thickness (nominal)
= 6.00
6.00
8.00
in
Rebar Size
_ # 5
# 5
# 5
Rebar Spacing
= 24.00
24.00
24.00
in
Rebar Placed at
Edge
Edge
Edge
DESIGNDATA..............................................................
fb/Fb + fa/Fa
_ 0.000
0.000
0.016
Lateral Load @ Ht.
_ 0
0
102
#
MOMENT..... Allowable
= 2,793
2,793
4,188
ft-#
Actual
= 0
0
68
ft-#
SHEAR...... Allowable
= 85.00.
85.00
85.00
psi
Actual
= 0.00
0.00
0.76
psi
Embedment Length Req'd
= 12.00
12.00
6`.00
Wall Weight
= 75.0
75.0
100:0
psf
Rebar Depth
= 4.19
4'.19
6.19
in
MASONRYDATA............................................................
f'm
=
psi
Fs
=
psi
Grouting
Special Inspection
n : Es / Em
= .
Short Term Increase
=
CONCRETEDATA..............................................................
f'c
= 2,500
2,500
2,500
psi
Fy
= 60,000
60,000
60,000
psi
-------------------------
SUMMARY OF FORCES &
MOMENTS
----------------------
I-
Overturning
Moments
Resisting Moments -�
Origin of Force:
# ft
ft-#
# ft
----- ---------
ft-#
-=--------------
Heel Active Press. =
-------- ------
135 1.00
---------
135
-------
Soil over Heel =
73 1.33
98
Toe Active Press. _
-15 0.33
-5
Soil over Toe =
0 0.00
0
Sloped Soil @ Heel =
0 0.00
0
Adjacent Ftg. Load =
0 0.00
0
0 0.00
0
Surcharge @ Heel =
0 0.00
0
Surcharge @ Toe =
0 0.00
0
0 0.00
0
Axial Load on Wall =
0
600 0.83
500
Load @ Proj. Wall =
0 0.00
0
Averaged Stem Wts. =
350 0.80
279
Added Lateral Load =
0 0.00
0
Footing Weight =
225 0.75
169
Key Weight =
0 0.00
0
Vert. Componant of =
0 0.00
0
Active Press. ---------
---------
--------
---------
TOTALS =
120
130
1,248
1,046
!--->> Distances from
front edge of
footing
bottom
(not key)
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 Pte. 8
RetainPRO(tm) 2D (C)1989-92 ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------=-----
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below-Soil
...dist. to start
- 0.00
ft
At Wall Face [+/-]
_ 0.00
ft
...dist. to'end
= 0.00
ft
Footing Type
Line
-----------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 4.00
ft
Toe Width
= 1.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.25
ft
Key Depth
= 6.00
in
Total Width
= 2.25
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
0.750
ft
SUMMARY
Pressure @ Toe
= 891
psf
Factors of Safety:
Pressure @ Heel
= .193
psf
Overturning =
2.74 :1
Allowable Press.
= 1,500
psf
Sliding =
1.63 :1
Eccentricity
= 2.90
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 2.8
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
-----------------------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral'Pressure =
360.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
281.3
#
Factor of Safety
= 1.63
(-)Friction =
304.8
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
fic =
2,500
psi
ACI 9.1 Pressure =
1,247
270
psf Fy =
60,000
psi
Mu - Upward =
551
60
ft-# Using SP @ Heel
Yes
Mu - Downward =
105
141
ft-# -------- Rebar Choices --------
Mu - Design =
446
80
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
2.79
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd^2 =
6.9
1.0
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
I
NORTHSTAR
257
TITLE:
WEIBEL RESIDENCE
-5
ENGINEERING
DESCR:
RETAINING WALL
0
20 DECLARATION DRIVE
0
0
0.00
CHICO,.CALIFORNIA 95926
0
JOB #:
5506 BY:JMR @
11/09/95
916-893-1600 PG,,
0
RetainPRO (tm). 2D (C)1989'-92
ENERCALC
---------------------------------
STEM DESIGN ----------------------------------
0.00
0
(Factored values shown for concrete
stems)
0.00
Pg -2 of 2
0
<--------------
Stem Designs -------------->
Stem Construction Data
<
At Various
Heights Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 6.00
4.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete
Concrete Concrete
75
Thickness (nominal)
= 6.00
6.00
8.00
in
Rebar Size
= # 5
# 5
# 5
1,697
Rebar Spacing
= 24.00
24.00
24.00,
in
Rebar Placed at
Edge
Edge
Edge
DESIGNDATA...............................................................
fb/Fb + fa/Fa
= 0.000
0.000
0.130
Lateral Load @ Ht.
= 0
0
408
#
MOMENT ...... Allowable
= 2,793
2,793
4,188
ft-#
Actual
= 0
0
544
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00'psi
-Actual
= 0.00
0.00
4.17
psi
Embedment Length Req'd
= 12.00
- 12.00
6.00
Wall Weight
= 75.0
75.0
100.0
psf
Rebar Depth:
= 4.19
4.19
6.19
in
MASONRYDATA................................................
:.............
f'm.
=
psi
Fs
=
psi
Grouting'
Special Inspection
m:
n : Es / Em:-
Short Term Increase
Short
=
CONCRETEDATA:...........................................................
f'c
= 2,500
2,500
.2,500
psi
Fy :
= 60,000
60,000
60,000
psi
--------=----------------
SUMMARY OF FORCES &
MOMENTS -----------------------
�-
Overturning Moments
Resisting Moments -�
Origin of Force:
Heel Active Press. _
Soil over Heel
Toe Active Press.' _
Soil over Toe =
Sloped Soil @ Heel =
Adjacent Ftg. Load =
Surcharge @ Heel =
Surcharge @ Toe =
Axial Load on Wall =
Load @ Proj . Wall =
Averaged Stem Wts. _
Added Lateral Load =
Footing Weight =
Key Weight =
Vert. Componant of =
## ft ft-# # ft ft-#
375 1.67 625
-15 0.33
0 0.00
0 0.00
Active Press. ---------
TOTALS = 360
! --->> Distances from front edge of
257
1.96
503
-5
0
0.00
0
0
0.00
0
0
0
0.00
0
0
0.00
0
0.
0
0.00
0
0
0
0.00
0
0
550
1.31
721
0
337
1.13
380
75
.1.25
94
0
0.00
0
--------- --------
620
1,219
---------
1,697
footing bottom
(not
key)
NbRTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 Pte, 1Q
RetainPRO(tm) 2D (C) 1989-92
ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 600
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 400
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,0=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
: Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING ----=---
----=- ADDED LATERAL LOADS -------
Vertical load
0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil,
...dist. to start
= 0.00
ft
At Wall Face [+/-j
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
- ---------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 4.00
ft
Toe Width
= 1.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.25
ft
Key Depth
= 6.00
in
Total Width
= 2.25
ft
Key -Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 0.750
ft
SUMMARY
Pressure @ Toe
= 1,089
psf
Factors of Safety:
Pressure @ Heel
= 884
psf
Overturning =
4.03 :1
Allowable Press.
= 1,500
psf
Sliding =
2.04 :1
Eccentricity
0.47
in
Resultant Within Middle
Third
1 -Way Shear @"Toe
= 3.9
psi
Allowable.Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
-----------
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil'Friction
= 0.250
Lateral Pressure =
.360.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
281.3
#
Factor of Safety
= 2.04
(-)Friction =
454.8
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---
Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,583
1,285
psf Fy =
60,000
psi
Mii - Upward =
769
223
ft-# Using SP @ Heel
Yes
Mu - Downward =
105
141
ft-# -------- Rebar Choices --------
Mu - Design =
664
83
ft-# -- Toe.--
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
3.87
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2_*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to. steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in.
Ru = Mu/bd-2 =
10.2
1.0
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
i
NORTHSTAR
ft
TITLE:
WEIBEL RESIDENCE
ft
----- ---------
ENGINEERING
--------
375
DESCR:
RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
1.96
JOB #:
5506 BY:JMR @
11/09/95
916-893-1600 P�, �I
RetainPRO(tm) 2D (C)1989-92
ENERCALC
-------------- -------------------
STEM DESIGN
----------------------------------
0
0.00
(Factored values shown for concrete
stems)
Pg 2 of 2
0
<--------------
Stem Designs.-----------
--->
Stem Construction Data
<
At Various
Heights Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 6.00
4.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete
Concrete Concrete
0
Thickness (nominal)
= 6.00
6.00
8.00
in
Rebar Size
= # 5
# 5
# 5
0
Rebar Spacing
= 24.00
24.00
24.00
in
Rebar Placed at
Edge
Edge
Edge
1.31
DESIGN DATA........
0
0.00
...................
fb/Fb + fa/Fa
= 0.000
0.000
0.130
Lateral Load @ Ht.
= 0
0
408
#
MOMENT..... Allowable
= 2,793
2,793
41188
ft-#
Actual
= 0
0
544
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
psi
Actual
= 0.00
0.00
4.17
psi
Embedment Length Req'd.=
12.00
12.00
6.00
Wall Weight
= 75.0
75.0
100.0
psf
Rebar Depth
= 4.19
4.19
6.19
in
MASONRYDATA.............................................................
f1m
=
psi
Fs
=
psi
Grouting
Special Inspection
n : Es / Em
=
Short Term Increase
=
CONCRETEDATA............................................................
f'c
= 2,500
2,500
2,500
psi
Fy
= 60,000
60,000
60,000
psi
-------------------------
SUMMARY OF FORCES &
MOMENTS ----------------------
I-
Overturning Moments
-I- Resisting Moments -1
Origin of Force:
Heel Active Press. _
Soil over Heel =
Toe Active Press. _
Soil over Toe =
Sloped Soil @ Heel =
Adjacent Ftg. Load =
Surcharge @ Heel =
Surcharge @ Toe =
Axial Load on Wall =
Load @ Proj. Wall =
Averaged Stem Wts. _
Added Lateral Load =
Footing Weight =
Key Weight =
Vert. Componant of =
#
ft
ft-#
-------
#
ft
----- ---------
ft-#
--------
375
------
1.67
---------
625
257
1.96
503
-15
0.33
-5
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
600
1.33
800
0
0.00
0
550
1.31
721
0
0.00
0
337
1.13
380
75
1.25
94
0
0.00
0
Active Press. ---------
TOTALS = 360 620 1,819 2,497
---------
>> Distances from front edge of footing bottom (not key)
t %
NORTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600PG , 12
RetainPRO(tm) 2D (C)1989-92
ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 -of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
_ 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel.:
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below-Soil
...dist.'to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING DATA ------------ -------------
Retained Height
= 6.00
ft'
Toe Width
= 1.50
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.50
ft
Key Depth
- 14.00
in
Total Width
= 3.00
ft
Key Width
- 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 1.500
ft
SUMMARY
Pressure @ Toe
1,161
psf
Factors of Safety:
Pressure @ Heel
= 149
psf
Overturning =
2.28 :1
Allowable Press.
= 1,500
psf
Sliding =
1.50 :1
Eccentricity
= 4.6.4
in
Resultant Within Middle Third
1 -Way Shear @ Toe.
= 9.5
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
=. 0.0
psi
-------------
-----------------------------
SLIDING
CHECK -----7------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
720.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
586.8
#
Factor of Safety
= 1.50
(-)Friction =
491.2#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,626
208
psf Fy =
60,000
psi
Mu - Upward =
1,563
70
ft-# Using SP @ Heel
Yes
Mu - Downward =
236
252
ft-# -------- Rebar Choices --------
Mu - Design =
1,327
182
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
9.54
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35..09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd-2 =
20.4
2.2
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48..00
in
NORTHSTAR
TITLE:
WIEBEL
RESIDENCE
ENGINEERING
DESCR:
RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #:
5506
BY:JMR @
11/09/95
916-893-1600 P� 15
RetainPRO(tm)
2D (C)1989-92
ENERCALC
---------------------------------
STEM DESIGN ----------------------------------
(Factored values shown for concrete stems).
Pg 2 of 2
<-------------- Stem Designs-------------->
Stem Construction Data
< At
Various
Heights Above
Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 8.00
6.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete Concrete Concrete
Thickness (nominal)
= 6.00
6.00
10.00
in
Rebar Size
= # 5
# 5
.#. 5
Rebar Spacing
= 24.00
24.00
24:00
in
Rebar Placed at
Edge
Edge
Edge
DESIGNDATA..............................................................
fb/Fb + fa/Fa
= 0.000
0.000
0.329
Lateral Load @ Ht.
= 0
0
918
#
MOMENT..... Allowable
= 2,793
2,793
5,583
ft-#
Actual
= 0
0
1,836.
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
psi
Actual
= 0.00
0.00
7:34
psi
Embedment Length Req'd
= 12.00
12.00
6.' 00
Wall Weight
= 75.0
75.0
125.0
psf
Rebar Depth
= 4.19
4.19
8:19
in
MASONRYDATA..............................................................
f'm
=
psi
Fs
=
psi
Grouting
Special Inspection
n Es / Em
=
Short Term Increase
-
CONCRETEDATA...........................................................
f'c
= 2,500
2,500
2,500
psi
Fy
= 60,000
60,000
60,000
psi
-------------------------
SUMMARY OF FORCES &
MOMENTS
----------------------
I-
Overturning
Moments
Resisting
Moments -�
Origin of Force:
# ft
ft-#
-------
#
-----
ft
---------
ft-#
---------------- --------
Heel Active Press. =
------
735 2.33
---------
1,715
Soil over Heel =
440
2.67
1,173
Toe Active Press. _
-15 0.33
-5
Soil over Toe =
0
0.00
0
Sloped Soil @ Heel =
0
0.00
0
Adjacent Ftg. Load =
0 0.00
0
0
0.00
0
Surcharge @ Heel =
0
0.00
0
Surcharge @ Toe =
0 0.00
0
0
0.00
0
Axial Load on Wall =
0
0
0.00
0
Load @ Proj. Wall =
0 0.00
0
Averaged Stem Wts. =
900
1.89
1,700
Added Lateral Load =
0 0.00
0
Footing Weight =
450
1.50
675
Key Weight =
175
2.00
350
Vert. Componant of =
0
0.00
0.
Active Press.-=-------
---------
--------
---------
TOTALS =
720
1,710
1,965
3,898
!--->> Distances from front edge of footing bottom (not key)
NORTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 F<�,`q,
RetainPRO(tm) 2D (C)1989-92
ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 600
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 400
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
:Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel-:
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL LOADS -------
'Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
_ 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 6.00
ft
Toe Width
= 1.50
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.50
ft
Key Depth
- 14.00
in
Total Width
= 3.00
ft
Key Width
- 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 1.500
ft
SUMMARY
Pressure @ Toe
= 1,217
psf
Factors of Safety:
Pressure @ Heel
= 760
psf
Overturning =
2.95 :1
Allowable Press.
= 1,500
psf
Sliding =
1.71 :1
Eccentricity
= 1.39
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 11.3
psi
Allowable Shear =
85:00 psi
1 -Way Shear @ Heel
= 0.0
psi
-----------------------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
720.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
586.8
#
Factor of Safety
= 1.71
(-)Friction =
641.2
#.
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
f1c =
2,500
psi
ACI 9.1 Pressure =
1,753
1,095
psf Fy =
60,000
psi
Mu - Upward =
1,848
254
ft-# Using SP @ Heel
Yes
Mu - Downward =
236
252
ft-# -------- Rebar Choices --------
Mu - Design =
1,612
2
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
11.30
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd-2 =
24.8
0.01
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NORTHSTAR
0.33
TITLE:
WIEBEL RESIDENCE
ENGINEERING
DESCR:
RETAINING WALL
0
20 DECLARATION. DRIVE
0
CHICO, CALIFORNIA 95926
0.00
JOB #:
5506 BY:JMR @
11/09/95
916-893-1600���
0
RetainPRO(tm) 2D (C)1989-92
ENERCALC
----------------=----------------
STEM DESIGN ----------------------------------
0
(Factored values shown for concrete stems)
0
Pg 2 of 2
0.00
<-------------- Stem Designs -------------->
0
Stem Construction Data
< At
Various
Heights Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 8.00
6.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete Concrete Concrete
Thickness (nominal)
= 6.00
6.00
10.00
in
Rebar Size
= # 5
# 5
# 5
0
Rebar Spacing
= 24.00
24.00
24.00
in
Rebar Placed at
Edge
Edge
Edge
DESIGNDATA ................
.......
....................................
2.00
350
fb/Fb + fa/Fa
= 0.000
0.000
0.329
0.00
Lateral Load @ Ht.
= 0
0
918
#
MOMENT..... Allowable
= 2,793
2;793
5,583
ft-#
Actual
= 0
0
1,836
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
psi
Actual
= 0.00
0.00
7.34
psi
Embedment Length Req'd
= 12.00
12.00
6.00
Wall Weight
_ 75.0
75.0
125.0
psf
Rebar Depth
= 4.19
4.19
8.19
in
MASONRYDATA.............................................................
f'm
=
psi
Fs
=
psi
Grouting
Special Inspection
n : Es / Em
=
Short Term Increase
=
CONCRETEDATA ...................................................
.....
f'c
= 2,500
2,500
2,500
psi
Fy
= :60,000
60,000
60,000
psi
-------------------------
SUMMARY OF FORCES
&
MOMENTS ----------------------
I-
Overturning
Moments
Resisting Moments -�
Origin of Force:
# ft
ft-#
---------
# ft
------- ----- ---------
ft-#
---------------- --------
Heel Active Press. =
------
735 2.33
1,715
Soil over Heel =
Toe Active Press. _
Soil over Toe =
Sloped Soil @ Heel =
Adjacent Ftg. Load =
Surcharge @ Heel-
Surcharge
eel Surcharge @ Toe
Axial Load on Wall =
Load @ Proj . Wall =
Averaged Stem Wts. _
Added Lateral Load =
Footing Weight =
Key Weight =
Vert. Componant of =
440 2.67 1,173
-15
0.33
-5
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
600
1.92
1,150
0
.0.00
0
900
1.89
1,700
0
0.00
0
450
1.50
675
175
2.00
350
0
0.00
0
Active Press. --------- ---------
TOTALS = 720 1,710 2,565 .5,048
!--->> Distances from front edge of .footing bottom (not key)
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 FG 110
--------------------------------------------------------------------------------
RetainPRO(tm) 2D (C)1989-92 ENERCALC
CANTILEVERED RETAINING
WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in'
.....Max. Active
0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
- 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING
DATA -------------------------
Retained Height-
8.00
ft
Toe Width
= 2.00
ft -
Wall Ht. above soil
= 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 24.00
in Total Width
= 4.00
ft
Key Width
= 12.00
in
Thickness
= 12.00-
in
Key Dist. to Toe
= 2.000
ft
_______________
SUMMARY
Pressure @ Toe
= 1,362
psf
Factors of Safety:
Pressure @ Heel
= 176
psf
Overturning =
2.26 :1
Allowable Press.
= 1,500
psf
Sliding =
1.58 :1
Eccentricity
= 6.17
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 18.1
psi
Allowable Shear =
85:.00 psi
1 -Way Shear @ Heel
= 3.7
psi
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,200.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,125.0
#
Factor of Safety
= 1.58
(-)Friction =
769.2
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,907
247
psf Fy =
60,000
psi
Mu - Upward =
3,261
278
ft-# Using SP @ Heel
Yes.
Mu - Downward =
420
981
ft-# -------- Rebar Choices --------
Mu - Design =
2,841
704
ft-# -- Toe --
-- Heel
--
One-Way Shear:.
#4 @ 13.07 in
11.70
in
vu =
18.10
3.68
psi #5 @ 20.26 in
18.13
in
vn=2(f,c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00'in
46.20
in
Ru = Mu/bd"2 =
43.7
8.7
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NORTHSTAR
ft
TITLE:
WEIBEL RESIDENCE
ft
ENGINEERING
--------
1,215
DESCR:
RETAINING WALL
-------
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
3.42
JOB #:
5506 BY:JMR @
11/09/95
916-893-1600 P(::�, 17
RetainPRO(.tm)
2D (C)1989-92
ENERCALC
------------------ ---------------
STEM DESIGN ----------------------------------
0
0.00
(Factored values shown for concrete
stems)
Pg 2 of 2
0
<--------------
Stem
Designs -------------->
0.00
Stem Construction Data
<
At Various
Heights Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 10.00
8.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete
Concrete Concrete
0.
0.00
Thickness (nominal)
6.00
6.00
10.00
in
Rebar Size
= # 5
# 5
# 5
0
Rebar Spacing
= 24.00
24.00
24.00
in
Rebar Placed at
Edge
Edge
Edge
0
DESIGN DATA.............................................................
0
.
fb/Fb + fa/Fa
= 0.000
0.000
0.779
2.00
Lateral Load @ Ht.
= 0
0
1,632
#
MOMENT..... Allowable
= 2,793
2,793
5,583
ft-#
Actual
0
0
4,352
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
psi
.Actual
= 0.00
0.00
13.90
psi
Embedment Length Req'd
= 12.00
12.00
8.14
Wall Weight
= 75.0
75.0
125.0
psf
Rebar Depth
= 4.19
4.19
8.19
in
MASONRY DATA.................................................:.........
f'm
=
psi
Fs
=
psi
Grouting
Special Inspection
n : Es / Em
=
Short Term Increase
=
CONCRETEDATA... ............
.....................
.....................
f'c
= 2,500
2,500
2,500
psi
Fy
= 60,000
60,000
60,000
psi
-------------------------
SUMMARY OF FORCES &
MOMENTS ----------------------
I-
Overturning Moments
-I- Resisting Moments
-1
Origin of Force:
Heel Active Press. _
Soil over Heel =
Toe Active Press. _
Soil over Toe
Sloped Soil @ Heel =
Adjacent Ftg. Load =
Surcharge @ Heel =
Surcharge @ Toe. _
Axial Load on Wall =
Load @ Proj . Wall =
Averaged Stem Wts. _
Added Lateral Load =
Footing -Weight =
Key Weight =
Vert. Componant of =
#
ft
ft-#
#
ft
ft-#
--------
1,215
------
3.00
---------
3,645
-------
----- ---------
1,027
3.42
3,508
-15
0.33
-5
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0.
0.00
0
0
0
0.00
0
0
0.00
0
1,150
2.39
2,754
0
0.00
0
.
600
2.00
1,200
300
2.50
750
0
0..00
0
Active Press. ---------
TOTALS = 1,200
! --->> Distances from front edge of
3,640 3,077 8,212
--------- -------- ---------
footing bottom (not key)
L
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 F G1. 18
RetainPRO(tm) 2D (C)1989-92 ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
--=----------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 600
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 400
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
..Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill -Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
.Passive Lateral
= 250
pcf
overturning @ Heel
: .Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= O
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING DATA ----7--------------------
Retained Height
= 8.00
ft
Toe Width
= 2.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 24.00
in
Total Width
= 4.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 2.000
ft
SUMMARY
Pressure @ Toe
= 1,45.6
psf
Factors of Safety:
Pressure @ Heel
= 582
psf
Overturning =
2.65 :1
Allowable Press.
= 1,500
psf
Sliding =
1.70 :1
Eccentricity
= 3.43
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 21.1
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 1.8
psi
-----------------------------
SLIDING
CHECK -----------------
-------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,200.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,125.0
#
Factor of Safety
= 1.70
(-)Friction =
919.2
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN -------------------7----------
---Toe---
--Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
2,081
832
psf Fy =
60,000
psi
Mu - Upward =
3,746
649
ft-# Using SP @ Heel
Yes
Mu - Downward =
420
981
ft-# ----=--- Rebar Choices --------
Mu - Design =
3,326
332
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
21.14
1.81
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
51.2
4.1
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
a 0
NORTHSTAR
ft
TITLE:
WEIBEL RESIDENCE
ft
----- ---------
ENGINEERING
--------
1,215
DESCR:
RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
3.42
JOB #:
5506 BY:JMR @
11/09/95
916-893-1600 P(�1. I
RetainPRO(tm)
2D (C)1989-92
ENERCALC
---------------------------------
STEM DESIGN
----------------------------------
0.00
0
(Factored values shown for concrete
stems)
Pg.2 of 2
0.00
<--------------
Stem
Designs -------------->
0
Stem Construction Data
<
At Various
Heights Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 10.00
8.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete
Concrete Concrete
0.00
0
Thickness (nominal)
= 6.00
6.00
10.00
in
Rebar Size
= # 5
# 5
# 5
Rebar Spacing
= 24.00
24.00
24.00
in
Rebar Placed at
Edge
Edge
Edge
0.00
DESIGNDATA .... ........................................_..
............
fb/Fb + fa/Fa
= 0.000
0.000
0.779
1,200
Lateral Load @ Ht.
= 0
0
1,632
#
MOMENT..... Allowable
= 2,793
2,793
5,583
ft-#
Actual
= 0
0
4,352
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
psi
Actual
0.00
0.00
13.90
psi
Embedment Length Req'd
= 12.00
12.00
8.14
Wall Weight
= 75.0
75.0
125.0
psf
Rebar Depth
= 4.19
4.19
8.19
in
MASONRYDATA.............................................................
f1m
=
psi
Fs
=
Psi
Grouting
Special Inspection
n : Es / Em
=
Short Term Increase
=
CONCRETEDATA............................................................
f'c
= 2,500
2,500
2,500
psi
Fy
=. 60,000
60,000
60,000
psi
-------------------------
SUMMARY OF FORCES &
MOMENTS ----------------------
I-
Overturning Moments
-I- Resisting Moments
-1
Origin of Force:
Heel Active Press. _
Soil over Heel =
Toe Active Press. _
Soil over Toe =
Sloped Soil @ Heel =
Adjacent Ftg. Load =
Surcharge @ Heel =
Surcharge @ Toe =
Axial Load on Wall =
Load @ Proj. Wall =
Averaged Stem Wts. _
Added Lateral Load =
Footing Weight =
Key Weight =
Vert. Componant of =
#
ft
ft-#
#
-------
ft
----- ---------
ft-#
--------
1,215
------
3.00
---------
3,645
1,027
3.42
3,508.
-15
.0.33
-5
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
600
2.42
1,450
0
0.00
0
1,150
2.39
2,754
0
0.00
0
600
2.00
1,200
300
2.50
750
0
0.00
0
Active Press. --------- --------- ----
TOTALS = 1,200 3,640 3,677 9,662
--------- --------- ------------------
!--->> Distances from front edge of footing bottom (not key)
7
NORTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 P(:� Zp
RetainPRO(tm) 2D (C)1989-92 ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0'psf..
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= ,0.0
psf
(horiz:vert,O=Level)
Passive Lateral = 250
pcf
Using Surcharge to resist
overturning @ Heel : Yes
Soil Density
- 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in `
-------- ADJACENT FOOTING =-------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil.
...dist. to. start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING DATA ------------------
-------
Retained Height
= 10.00
ft/
Toe Width
= 3.00
ft%
Wall Ht. above soil
= 2.00
ftp;
Heel Width
= 2.00
ft/
' Key Depth
= 34.00
in-/
/
Total Width
= 5.00
12.00
ft-/
in-/
Key Width
= 12.00
iri
Thickness
=
Key Dist. to Toe
= 3_.000
ft
SUMMARY
Pressure.@ Toe
= 1,373
psf
Factors of Safety:
Pressure @ Heel
= 170
psf
Overturning =
2.07 :1
Allowable Press.
= 1,500
psf
Sliding =
1.56 :1
Eccentricity
= 7.80
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 29.8
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 4.8
psi
------------
SLIDING
CHECK,------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,800.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,836.8
#
Factor of Safety
= 1.56
(-)Friction =
964.6
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ----------------------------,--
---Toe---
--Heel--
f'c =
2,,500
psi
ACI 9.1 Pressure =
1,923
238
psf Fy =
60,000
psi
Mu - Upward =
7,136
251
ft-# Using SP @ Heel
Yes
Mu - Downward =
945
1,191
ft -# --------Rebar Choices --------
Mu - Design =
6,191
940
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 10.89 in
11.70
in
vu =
29.81
4.77
psi #5 @ 16.89 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 23.97 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 32.68 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 43.03 in
46.20
in
Ru = Mu/bd"2 =
95.2
11.6
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
A. s •
NORTHSTAR
ft
TITLE:
WIEBEL
RESIDENCE
ft-#
ENGINEERING
------
3.67
DESCR:
RETAINING
WALL
20 DECLARATION DRIVE
.1,283
4.42
5,668
CHICO, CALIFORNIA 95926
0.33
JOB #:
5506
BY:JMR @
11/09/95,
916-893-1600
RetainPRO(tm)
2D (C)1989-92
ENERCALC
=--------------------------------
STEM DESIGN ----------------------------------
0
(Factored values shown for concrete
stems)
0
0.00
Pg 2 of 2
0
<--------------
Stem Designs -------------->
Stem Construction Data
< At Various
Heights
Above Ftg.
>
-------------------------.----------------------------------------------
DESIGN HT. ABOVE FTG.
= 12.00
10.00
2.00
. 0.00
ft
WALL TYPE ABOVE HT.
:Concrete Concrete Concrete
Concrete
0
Thickness (nominal)
= 6.00
6.00
10.00
10.00
in
Rebar Size
= # 5
# 5
# 5
# 5
1,400
Rebar Spacing
= 12.00
12.00
12.00
:12.00
in
Rebar Placed at
Edge
Edge
Edge
Edge
DESIGN DATA .....................
.............
fb/Fb + fa/Fa
= 0.000
0.000
'0.399
0.779
Lateral Load @ Ht.
_ 0
0
1,632
'2,550
#
MOMENT..... Allowable
= 5,331
5,331
10,911
10,911
ft-#
Actual
= 0
0
4,352
8,500
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
85.00.
psi
Actual
= 0.00
0.00
13.90
22.53
psi
Embedment Length Req'd
= 12.00
12.00
12.00
8.09
Wall Weight
= 75.0
75.0
125.0
125.0
psf
Rebar Depth
= 4.19
4.19
8.19
8.19
in
MASONRYDATA.............................................................
f'm
=
psi
Fs
=
psi
Grouting
Special Inspection
n : Es / Em
=
Short Term Increase
=
CONCRETEDATA.............................................................
f'c
= 2,500
2,500
2,500
2,500
psi
Fy
= 60,000
60,000
60;000
60,000
psi
-------------------------
SUMMARY OF
FORCES &
MOMENTS
----------------------
I-
Overturning Moments
.-I- Resisting Moments .-I
Origin of Force:
Heel Active Press. _
Soil over Heel =
Toe Active Press. _
Soil over Toe =
Sloped.Soil @ Heel =
Adjacent Ftg. Load =
Surcharge @ Heel =
Surcharge @ Toe =
Axial Load on Wall =
Load @ Proj . Wall =
Averaged Stem Wts. _
Added Lateral Load =
Footing Weight =
Key Weight =
Vert. Componant of =
##
ft
ft-#
#
ft
---------
ft-#
--------
1,815
------
3.67
---------
6,655
-------
-----
.1,283
4.42
5,668
-15
0.33
-5
-
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0
0.00
0
0
0.00
0
1,400
3.40
4,758
no �
0
750 2.50 1,875
425 3.50 1,487
0 0.00 0
Active Press. --------- ---------
TOTALS = 1,800 6,650 3,858 13,789
!--->> Distances from front edge of footing bottom (not key)
NORTHSTAR TITLE: WIEBEL RESIDENCE
ENGINEERING DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926 JOB #: 5506 BY:JMR @ 11/09/95
916-893-1600 ZZ RetainPRO(tm) 2D (C)1989-92 ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA -------------
0.0
plf
Allowable Bearing =
1,500
psf
Active Lateral =
30.0
psf
.....Slope Active =
0.0
psf
.....Max. Active =
0
psf
Backfill Slope =
0.0:1
ft
(horiz:vert,O=Level)
above soil =
2.00
Passive Lateral =
250
pcf
Soil Density =
110.0
pcf
Soil Ht over Toe =
0.0
in
------ ADDED LATERAL LOADS -------
...Ecc. (Toe side +)
Lateral Load Acting
On Stem Above Soil = 0.00 psf
Add'1 Lateral Load =
0.0
plf
...dist.
to start =
0.00
ft
...dist.
to end =
0.00
ft
----------------------------
Surcharge over Toe
WALL
Retained
Height
= 10.00
ft
Wall Ht.
above soil =
2.00
ft
------ ADDED VERTICAL
LOADS ------
in
Axial DL on Stem
= 600
plf
Axial LL on Stem
= 400
plf
...Ecc. (Toe side +)
= 0.00
in
Surcharge over Toe
= 0.0
psf
Surcharge.over Heel
= 0.0
psf
Using Surcharge to resist
psi
overturning @ Heel
Yes
630
@ Toe
Yes
psf
-------- ADJACENT FOOTING --------
Vertical load
= 0
plf
...Ecc. (Toe side +)
= 0.00
in
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Ftg. Base-Above/Below
Soil
3.93
At Wall Face [+/-]
_ .0.00
ft
Footing Type
Line
Third
& FOOTING DATA =------------------------
Toe Width
= 3.00
ft
Heel Width
= 2.00
ft
Key Depth =
34.00
in
Total Width
= 5.00
ft
Key Width =
12.00
in
Thickness.
= 12.00
in
Key Dist. to .Toe =
3.000
ft
=
60,000
psi
SUMMARY
7,698
630
Pressure @ Toe =
1,353
psf
Factors of Safety:
Yes
Pressure @ Heel =
590
psf
Overturning =
2.38 :1
--------
Allowable Press. =
1,500
psf
Sliding =
1.64 :1
6;753
Eccentricity =
3.93
in
-- Toe
--
Resultant Within Middle
Third
One-Way Shear:
1 -Way Shear @ Toe =
33.0
psi
Allowable Shear =
85.00 psi
in
1 -Way Shear @ Heel =
2.9
psi
psi
#5
@
-----------------------------
in
SLIDING
CHECK ------------------------------
vn=2(f'c)1/2*.85=
85.00
Ftg/Soil Friction =
0.250
#6
Lateral Pressure =
1,800.0
#
Soil @ Toe Not Used =
0.00
in
(-)Passive Pressure =
1,836.8
#
Factor of Safety =
1.64
29.90
(-)Friction =
1,114.6
#
Depth to steel =
8.50
9.50
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
46.20
DESIGN ------------------------------
Ru = Mu/bd"2 =
103.8
--- Toe---
--Heel--
fic
=
2,500
psi
ACI 9.1 Pressure =
1,928
841
psf
Fy
=
60,000
psi
Mu - Upward =
7,698
630
ft-#
Using
SP
@ Heel
Yes
Mu - Downward =
945
1,191
ft-#
--------
Rebar
Choices --------
Mu - Design =
6;753
561
ft-#
-- Toe
--
-- Heel
--
One-Way Shear:
#4
@
9.97
in
11.70
in
vu =
33.00
2.86
psi
#5
@
15.45
in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi
#6
@
21.92
in
25.73
in
Rebar CL To Edge =
3.50
2.50
in
#7
@
29.90
in
35.09
in
Depth to steel =
8.50
9.50
in
#8
@
39.36
in
46.20
in
Ru = Mu/bd"2 =
103.8
6.9
#9
@
48.00
in
48.00
in
Min. Rebar Ratio =
0.0018
#10
@
48.00
in
48.00
in
!--->> Distances from front edge of footing bottom (not key)
NORTHSTAR
TITLE:
WIEBEL
RESIDENCE
ENGINEERING
DESCR:
RETAINING
WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #:
5506
BY:JMR @
11/09/95
916-893-1600 ? 237� Z�
RetainPRO
(tm)
2D (C) 1989-92
ENERCALC
.
-------------------- ------
STEM DESIGN ----------------------------------
(Factored values shown for concrete stems)
Pg 2 of 2
<--------------
Stem
Designs
-------------->
Stem Construction Data
< At
Various
Heights
Above Ftg.
>
-----------------------------------------------------------------------
DESIGN HT. ABOVE FTG.
= 12.00
10.00
2.00
0.00
ft
WALL TYPE ABOVE HT.
:Concrete Concrete. Concrete
Concrete
Thickness (nominal)
= 6.00
6.00
10.00
10.00
in
Rebar Size
= # 5
# .5
# 5
# 5
Rebar Spacing
= 12.00
12.00
12..00
12.00
in
Rebar Placed at
Edge
Edge
Edge
Edge
DESIGNDATA..............................................................
fb/Fb + fa/Fa
= 0.000
0.000
.0.399
0.779
Lateral Load @ Ht.
= 0
0
1,632
2,550
#
MOMENT..... Allowable
= 5,331
5,331
10,911
10,911
ft-#
Actual
= 0
0
4,352
8,500
ft-#
SHEAR...... Allowable
= 85.00
85.00
85.00
85.00.
psi
Actual
= 0.00
0.00
13.90
22.53
psi
Embedment Length Req'd
12.00
12.00
12.00
8.09
Wall Weight
= 75.0
75.0
125.0
125.0
psf
Rebar Depth
= 4.19
4.19
8.19
8.19
in
MASONRY DATA.............................................................
f'm
=
psi
Fs
=
psi
Grouting
Special Inspection
n : Es / Em
=
Short Term Increase
=
CONCRETE DATA.............................................................
f'c
= 2,500
2,500
2,500
2,500
psi
Fy
= 60,000
60,000
60,000
60,000
psi
-------------------------
SUMMARY OF FORCES &
MOMENTS
----------------------
I-
Overturning
Moments
Resisting Moments
-�
Origin of Force:
# ft
ft-#
# ft
------ ---------
ft-#
---------------- --------
Heel Active Press. =
------
1,815 3.67
---------
6,655
-------
Soil over Heel _
1,283 4.42
5,668
Toe Active Press. _
-15 0.33
-5
Soil over Toe =
0 0.00
0
Sloped Soil @ Heel =
0 0.00
0
Adjacent Ftg. Load =
0 0.00
0
0 0.00
0
Surcharge @ Heel =
0 0.00
0
Surcharge @ Toe =
0 0.00
0
0 0.00
0
Axial Load on Wall =
0
600 3.42
2,050
Load @ Proj. Wall =
0 0.00
0
Averaged Stem Wts. =
1;400 3.40
4,758
Added Lateral Load =
0 0.00
0
Footing Weight =
750 2.50
1,875
Key Weight =
425 3.50
1,487
Vert. Componant of =
0 0.00
0
Active Press.. ---------
---------
--------
---------
TOTALS =
1,800
61650
4,458
15,839
!--->> Distances from front edge of footing bottom (not key)
NORTHSTAR ENGINEERING
20'Declaration Drive
Chico, CA 95926
(916) 893-1600
FAX (916) 893-2113
REVISED STRUCTURAL CALCULATIONS
PROJECT I��E�iI�FiL� JI D�iNGC'i JOB NO. '556
LOCATION LO 1 Irl ALM P2LUFFS D2. DATE
CODES: Uniform Building Code, 1991 Edition , -
AISC, Manual of Steel Construction, 9th Edition
ACI, Manual of Concrete Practice, 1988 Edition
AITC, Timber Construction Manual
MATERIALS: Concrete: f'c = 2500 psi @,28 Days
Masonry: f'm = 1500 psi
Mortar: f'c = 1800 psi, Type "S"
Grout: f'c 2500 psi @ 28 days
_ Steel Reinforcing: A-615 Grade 40 for #4 and
/\ A-615 Grade 60 for #5 and
Structural Steel: ASTM A-36
Steel Pipe ASTM A53 Grade. B
Steel Tubing: ASTM A500 Grade A or B
1'';`1Machine Bolts, Anchor Bolts: ASTM A307 Grade
�((9 'Wood Connectors: Simpson Strong -Tie or equal.
Wood: Light Framing: Const Grade Douglas
Struct .Lt Framing: #2 Grade D.F.
Joists & Planks: #2 Grade D.F.
Beams & Stringers:. #1 Grade D.F.
�Posts & Timbers. #1 Grade D.F.
smaller
larger
0
Fir
- Plywood: A.P.A. Rated Sheathing, Grade CD, UBC Std 25-9
Glue -Lam Timber: ANSI/AITC A190.1-1983
Simple Spans: 24F -V4 Combination
Cantilevers: 24F -V8 Combination
LOADS: Roof Live Load: psf Floor -Live Load: psf
Seismic Zone : Wind Speed: mph
Exposure: — Method 2 used unless otherwise noted.
Allowable Soil Bearing (psf) IMOD
ARE SPECIAL INSPECTIONS REQUIRED ? Ido
GENERAL: Any structural or non-structural items that are not
specifically addressed in the following calculations and
or details are designed by others and are not the
responsibility of NorthStar Engineering. Verification of
the soil conditions at the project site to determine the
expansion index or bearing capacity is by others.
Page 1 of 2 0
i
BY: JJ`1� NorthStar
DATE. II/�� _ 20 DECLARATION DRIVE
JOB NO: ENGINEERING CHICO, CALIFORNIA 95926
Lj C>�
PAGE 2 of Civil Engineers • Planners • Surveyors 916-893-1600
9 Y w,-
D T P- I` -I I O r DOI,.I, Lc:2 R F D. r DTA I N IN Ca
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BY: —i H?—
DATE: III -r5,
JOB NO: Cj-"7-069
PAGE 3 OF
NorthStar
ENGINEERING
Civil Engineers o Planners *Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
F,T? 5—, TA r J I t,,] r -q
l,J A K-�Y PFPT[i Tc> Ilo
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BY: -I M F`,
DATE: 111 I
JOB NO: 26�;O
PAGE 4 OF
NorthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
4-2
SG H EiDULE
BGLoI.J
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-693-1600
12
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E
NORTHSTAR
ENGINEERING
20 DECLARATION DRIVE
TITLE: WIEBEL RESIDENCE
DESCR: RETAINING WALL
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 PG .�
RetainPRO(tm) 2D (C)1989-92 ENERCALC
-------------• -------------------------------------------------------
CANTILEVERED
RETAINING WALL DESIGN
I Pg 1
of 2
--------------------------------------------------------------------------------
--=------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL.on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
......Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
'Yes
Soil Ht over Toe
= 0.0
in
--------ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
..Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0-.00
ft
Ftg. CL to Wall_
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
-------------=---------------
WALL & FOOTING DATA -------------------------
Retained Height
= 6.00
ft
Toe Width
= 1.50
ft
Wall Ht. above soil
2.00
ft
Heel Width
= 1.50
ft
Key Depth
- 14.00
in
Total Width
= 3.00
ft
Key Width
- 12.00
in
Thickness
= 12.00
in.
Key Dist. to Toe
= 1.500
ft
SUMMARY
Pressure @ Toe
= 1,161
psf
Factors of Safety:
Pressure @ Heel
= 149
psf
Overturning =
2.28 :1
Allowable Press.
= 1,500
psf
Sliding =
1.50 :1
Eccentricity
= .4.64
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 9.5
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
------------=----------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
0.250
Lateral Pressure =
720.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
586.8
#
Factory of Safety
= 1.50
(-)Friction =
491.2.#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------
------
---
Toe--- --Heel--
f1c
2,500
psi
ACI 9.1 Pressure =
1,626
208
psf Fy =
60,000
psi
Mu - Upward =
1,563
70
ft-# Using SP @ Heel
Yes
Mu - Downward =
236
252
ft-# -------- Rebar Choices --------
Mu - Design =
1,327
182
ft-# -- Toe --
-- Heel
--
One -Way Shear:
#4 @ 13.07 in
11.70
in
vu =
9.54
0.00
.psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
20.4
2.2
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00;;
48.00
in
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
«..
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 �� ,�
------------- -------------------------------------------------------
RetainPRO(tm) 2D (C)1989-92 ENERCALC
CANTILEVERED
RETAINING WALL DESIGN
Pg 1
of 2
----------------------------7---------------------------------------------------
----------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem.
= 0
plf
....,.Slope Active
= 0..0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= . 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes.
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil'Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING ------
-----= ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0:00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING DATA -------------------------
Retained Height
= 8.00
ft
Toe Width
= 2.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 24.00
in
Total Width
= 4.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 2.000
ft.
SUMMARY
Pressure @ Toe
= 1,362
psf
Factors of Safety:
Pressure @ Heel
= 176
psf
Overturning =
2.26 :1
Allowable Press.
= 1,500
psf
Sliding =
1.58 :1.
Eccentricity
= 6.17
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 18.1
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 3.7
psi
-----------------------------
SLIDING
CHECK ------------- -----------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,200.0
#
Soil @ Toe Not Used
= 0.00
in
.(-)Passive Pressure =
1,125.04
Factor of Safety
= 1.58
(-)Friction =
769.2.#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,907
247
psf Fy =
60,000
psi
Mu - Upward =
3,261
278
ft-# Using SP @ Heel
Yes
Mu - Downward =
420
981
ft-# -------- Rebar Choices --------
Mu - Design =
2,841
704
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
18.10
3.68
psi #5 @ 20.26 in
18..13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
.43.7
8.7
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
T`•
NORTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 9592A
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 P�=-1 7
------------- ------------------------------------------------------
RetainPRO(tm) 2D (C)1989-92 ENERCALC
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
=. 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
=. 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level:)
Using Surcharge to resist
Passive Lateral
=. 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING -----=-=
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf.
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
-Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start-
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL &
FOOTING DATA ----------------------:--
Retained Height
= 10.00
ft
Toe Width
= 3.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 34.00
in
Total Width
= 5.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
=: 3.000
ft
SUMMARY
Pressure @ Toe
= 1,373
psf
Factors of Safety:
Pressure @ Heel
= 170
psf
Overturning =
2.07 :1
Allowable Press.
= 1,500
psf
Sliding =
1.56 :1
Eccentricity
= 7.80
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 29.8
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 4.8
psi
-----------------------------
SLIDING CHECK---------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,800.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,836.8
#
Factor of Safety
= 1.56
(-)Friction =
964.6
#
Add'1 Force Req'd =
0
#
---=------------------------
FOOTING
DESIGN ------------------------------
---
Toe--- --Heel--
f'c _
2,500
psi
ACI 9.1 Pressure =
1,923
238
psf Fy =
60,000
psi
Mu - Upward =
7,136
251
ft-# Using SP @ Heel
Yes
Mu - Downward =
945
1,191
ft-# -------- Rebar Choices --------
Mu - Design =
6,191
940
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 10.89 in
11.70
in
vu =
29.81
4.77
psi #5 @ 16.89 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 23.97 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 32.68 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 43.03 in
46.20
in
Ru = Mu/bd"2 =
95.2
11.6
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
1��
NORTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/27/95
916-893-1600 8
RetainPRO(tm) 2D (C)1989-92 ENERCALC
-----------7------------------------------7-------------------------------------
CANTILEVERED RETAINING WALL DESIGN
Pg 1 of 2
-----------------------------------------------------
---------- SOIL DATA
-------------
---------------------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= O
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= .0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING -------.-
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral -Load Acting
...Ecc. (Toe side +)
= 0..00
in
On Stem Above Soil
= O.00.psf
Footing Width (perp)
= 0.010
ft
Ftg. CL to Wall
_ 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
_ .0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL & FOOTING'DATA -------------------------
Retained Height
= 6.00
ft
Toe Width
= 1.50
ft
Wall Ht. above soil
= .2.00
ft
Heel Width
= 1.50
ft
Key Depth
= 14.00
in
Total Width
= 3.00
ft
Key Width
= 12.00
in
Thi.ckness
= 12.00
in
Key Dist. to Toe
= 1.500
ft
SUMMARY ----------------------------
Pressure @ Toe
= 1,161
psf
Factors of Safety:
Pressure @ Heel
= 149
psf
Overturning =
2.28 :1
Allowable Press.
= 1,500
psf:
Sliding =
1.50 :1
Eccentricity
= 4.64
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 9.5
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
=----------------------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
720.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
586.8
#
Factor of Safety
= 1.50
(-)Friction =
491.2
#
Add'1 Force Req'd =
0.#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe
--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,626
208
psf Fy =
60,000
psi
Mu - Upward =
1,563
70
ft-# Using SP @ Heel
Yes
Mu - Downward =
236
252
ft-# -------- Rebar Choices --------
Mu.- Design =
1,327
182
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
9.54
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in r #7 @ 39.22 in
35.09
in.
Depth to steel =
8.50
9.50
in #8 @ 48.00 in.
46.20..in
Ru = Mu/bd-2 =
20.4
2.2
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NORTHSTAR
TITLE: WEIBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/27/95
916-893-1600-- P�. 1
RetainPRO (tm) 2D (C) 1989.-92' ENERCALC
------------ - ----------------------------------------------------------
CANTILEVERED RETAINING
WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf.
Axial LL on Stem
=. 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1.
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf,
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= O.plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf-
Ftg. Base Above/Below
Soil
.:.dist. to start
= 0.00
ft
At Wall Face (+/-]
= O.00
ft
...dist. to end
= 0.00
ft
Footing Type.
Line
----------------------------
WALL & FOOTING
DATA -------------------------
Retained Height
= 8.00
ft
Toe Width
2.00:ft
Wall Ht: above soil
= 2.00
ft
Heel Width
= 2..00
ft
Key Depth
= 16.00
in
Total Width
= 4.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 2.000
ft
SUMMARY
Pressure @ Toe
= 1,356
psf-
Factors of Safety:
Pressure @ Heel
= 132
psf
Overturning =
2.19 :1
Allowable Press.
= 1,500
psf
Sliding =
1.19 :1
Eccentricity
= 6.58
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 17.9
psi
Allowable Shear =
8.5.00 psi
1. -Way Shear @ Heel
= 3.9
psi
------ --------------------
---
SLIDING CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,200.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
680.6.#
Factor of Safety
= 1.19
.(-)Friction =
744.2.#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
--- Toe--- --Heel--
f'c
12,500
psi
ACI 9.1 Pressure =
1,898
185
psf Fy =
60,000
psi
Mu - Upward =
3,226
239
ft-# Using SP @ Heel
Yes
Mu - Downward =
420
981
ft-# -------- Rebar Choices --------
Mu - Design =
2,806
742
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
.17.88
3.87
psi #5 @ 20.26 in
18:13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
43.1
9.1
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.0.0 in
48.00
in
NOKTHSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
JOB ##: 5506 BY:JMR
@ 11/27/95
916-893-1600 14-�>
RetainPRO(tm) 2D (C)1989-92 ENERCALC
--------------------------------------------------------------------------------
CANTILEVERED
RETAINING
WALL DESIGN.
Pg 1 of 2
---------------------------------------------------------------------------------
---------- .SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= O.O.psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
250
pcf
overturning @ Heel.:
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= O.00
in
On Stem Above Soil
= 0.00
psf
Footing.Width (perp)
= 0.00
ft
Ftg. CL to Wall
_ 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At -Wall Face [+/-]
_ .0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------=-----
WALL & FOOTING
DATA -------------------------
Retained Height
10.00
ft
Toe Width
= 2.33
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 4.00
ft
Key Depth
- 16.00
in
Total Width
_ 6.33
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
2.250
ft
SUMMARY
Pressure @ Toe
= 1,228
psf
Factors of Safety:
Pressure @ Heel
= 678
psf
Overturning =
3.60 :1
Allowable Press.
= 1,500
psf
Sliding =
1.22 :1
Eccentricity
= 3.65
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 22.4
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 13.7
psi
-----------------------------
SLIDING
CHECK=------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,800.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
680.6
#
Factor of Safety
= 1.22
(-)Friction =
1,508.2
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---
Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,719
950
psf Fy =
60,000
psi
Mu - Upward =
4,409
5,405
ft-# Using SP @ Heel
Yes
Mu - Downward =
570
8,774
ft-# -------- Rebar Choices --------
Mu - Design =
3,839
3,369
ft-# -- Toe --
-- Heel
-
One -Way Shear:
#4 @ 13.07 in
11.70
in
vu =
22.42
13.67
psi .45 @ 20.26 in
18.13
in
vn=2 (f' c) 1/.2* . 85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
59.0
41.5
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
a
BY:
DATE: I qrj
JOB NO: 151500
PAGE II OF
,NO '-�;GAL_E
NwthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-.1600
F_-- `
0
Wc-TIoN ,Jo1NT��
L, �l ,
Fo R
PLANS
P5 --R- Pte. 4-
SST LI Q W1Ho
. . FOIZ APP IT loll AL. _INFO
t
ALL., Foo,Tl
NORTHSTAR ENGINEERING
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
FAX (916) 893-2113
REVISED STRUCTURAL CALCULATIONS
PROJECT LJ IiI F2Fi L, V- 12 �'i N G E, JOB NO.
LOCATION L-62-1. 1-`2 Al,M P2I_UFF 2 DP-. DATE 1 1 - 20-19
CODES: Uniform Building Code,. 1991 Edition
AISC, Manual of Steel Construction, 9th Edition
ACI, Manual of Concrete Practice, 1988 Edition
AITC, Timber Construction Manual
MATERIALS: Concrete: f'c = 2500 psi @ 28 Days
Masonry: f'm = 1500 psi
Mortar: f'c ='1800 psi, Type "S"
Grout: f'c = 2500 psi @ 28 days
-- Steel Reinforcing: A-615 Grade 40 for #4 and
A-.615 Grade 60 for #5 and
i!" .�� =\��• Structural Steel: ASTM A-36
Steel Pipe: ASTM A53 Grade B
Steel Tubing ASTM A50'0 Grade A or B
'Machine Bolts, Anchor Bolts: ASTM A307 Grade A
;;Wood Connectors: Simpson Strong -Tie or equal.
smaller
larger
1 -'Wood• Light Framing: Const Grade Douglas Fir
Struct Lt Framing: #2 Grade D.F.
Joists & Planks: #2 Grade D.F.
Beams & Stringers: #1 Grade D.F.
Posts & Timbers: #1 Grade D.F.
Plywood: A.P.A. Rated Sheathing, Grade CD, UBC
Glue -Lam Timber: ANSI/AITC A190.1-1983
LOADS: Roof Live Load:
Seismic Zone
Exposure: —
Allowable Soil
Std 25-9
Simple Spans: 24F -V4 Combination
Cantilevers: 24F -V8 Combination
Method
Bearing
psf Floor Live Load:
Wind Speed:
2 used unless otherwise
(psf) I f5oo
ARE SPECIAL INSPECTIONS REQUIRED•? C,
psf
mph
noted.
GENERAL: Any structural or non-structural items that are not
specifically addressed in the following calculations and
or details are designed by others and are not the
responsibility of NorthStar Engineering. -Verification of
the soil conditions at the project site to determine the
expansion index or bearing capacity is by others.
Page 1 of
BY: J M F—
DATE: jj/clGJ
JOB NO: 54;0 &
PAGE Z OF
NorthStar
ENGINEERING
Civil Engineers * Planners *Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
<:::2 5-7-A IN INCA
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BY: -1 M F,
DATE: I I! 9
JOB NO:
PAGE OF
NwthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
Sc,H�Du�
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NOATHSTAR
ENGINEERING
20 DECLARATION DRIVE
TITLE: WIEBEL RESIDENCE
DESCR: RETAINING WALL
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09./95
916-893-1600 PG ¢
RetainPRO(tm) 2D (C)1989-92 ENERCALC
-------------- --------------------------------------------------------
CANTILEVERED
RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf.
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL.on Stem
= .0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
: Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
--------ADJACENT FOOTING ---------
'
-----°- ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'.1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below-Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL &
FOOTING DATA -------------------------
Retained Height
= 6.00
ft
Toe Width
= 1.50
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.50
ft
Key Depth
= 14.00
in
Total Width
= 3.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 1.500
ft
SUMMARY
Pressure @ Toe
= 1,161
psf
Factors of Safety:
Pressure @ Heel
= 149
psf
Overturning =
2.28 :.1
Allowable Press.
= 1,500
psf
Sliding =
1.50 :1
Eccentricity
= 4.64
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 9.5
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
----------------------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
720.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
586.8
#
Factor of Safety
= 1.50
(-)Friction =
491.2
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN -------------------
=----------
---
Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,626
208
psf Fy =
60,000
psi
Mu - Upward =
1,563
70
ft-# Using SP @ Heel
Yes
Mu - Downward =
236
252
ft-# -------- Rebar Choices --------
Mu - Design =
1,327
182
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
9.54
0.00
psi #5 @ 20.26 in
18..13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.2.2 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
20.4
2.2
#9 .@ 48.00 in
48.00
in
Mina Rebar Ratio =
0.0018
#10 @ 48.OQ ,p
v.
48.00
in
NORTHSTAR
ENGINEERING
20 DECLARATION DRIVE
TITLE: WEIBEL RESIDENCE
DESCR: RETAINING WALL
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600
------------- -------------------------------------------------------
RetainPRO(tm) 2D (C)1989-92 ENERCALC
CANTILEVERED
RETAINING WALL DESIGN
Pg 1
of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING -------
------ ADDED LATERAL
LOADS -------
Vertical load=
0
plf
.. Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in.
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below.
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL &
FOOTING DATA -------------------------
Retained Height
= 8.00
ft
Toe Width
= 2.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 24.00
in
Total Width
= 4.00
ft,
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 2.000
ft
SUMMARY
Pressure @ Toe
= 1,362
psf
Factors of Safety:
Pressure @ Heel
= 176
psf
Overturning =
2.26 :1
Allowable Press.
= 1,500
psf
Sliding =
1.58 :1
Eccentricity
= 6.17
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 18.1
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
---------------
= 3.7
psi
-----------------------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,200.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,125.0
#
Factor,.of Safety
= 1.58
(-)Friction =
769.2
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---
Toe--- --Heel--
f'c =
2,500
psi
ACI 9.1 Pressure =
1,907
247
psf Fy =
60,000
psi
Mu - Upward =
3,261
278
ft-# Using SP @ Heel
Yes
Mu - Downward =
420
981
ft-# -------- Rebar Choices --------
Mu - Design =
2,841
704
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
18.10
3.68
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00.psi
#6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd^2 =
43.7
8.7
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NORTHSTAR
ENGINEERING
20 DECLARATION DRIVE
TITLE: WIEBEL RESIDENCE
DESCR: RETAINING WALL
CHICO, CALIFORNIA 9592ti
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 PG 6O dF
------------- ------------------------------------------------------
RetainPRO(tm) 2D (C)1989=92 ENERCALC
CANTILEVERED
RETAINING WALL DESIGN
Pg 1
of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
=. 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
_ 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
=. 0.0:1
Surcharge over. Heel
= 0.0
psf
(horiz:vert,O=Level:)
Using Surcharge to resist
Passive Lateral
=, 250
pcf
overturning @ Heel.:
Yes
Soil Density
= 110.0
pcf
@ Toe;
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
....Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil.
= 0.00
psf
Footing Width (perp)
= . 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
_ 0.00
ft
Footing Type
Line
----------------------------
WALL &
FOOTING DATA -------------------------
Retained Height
= 10.00
ft
Toe Width
= 3.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 34.00
in
Total Width
= 5.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
=: 3.000
ft
SUMMARY
Pressure @ Toe
= 1,373
psf
Factors of Safety:
Pressure @ Heel
= 170
psf
Overturning =
2.07 :1
Allowable Press.
= 1,500
psf
Sliding =
1.56 :1
Eccentricity
= 7.80
in
Resultant Within Middle Third
1 -way Shear @ Toe
= 29.8
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 4.8
psi
-----------------------------
SLIDING CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,800.0
#
Soil @.Toe Not Used.
= 0.00
in
(-)Passive Pressure =
1,836.8
#
Factor of Safety
= 1.56
(-)Friction =
964.6
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---
Toe--- --Heel--
f'c
2,500
psi
ACI 9.1 Pressure =
1,923
238
psf Fy =
60,000
psi
Mu - Upward =
7,136
251
ft-# Using SP @ Heel
Yes
Mu - Downward =
945
1,191
ft-# -------- Rebar Choices --------
Mu - Design =
6,191
940
ft-# -- Toe --
-- Heel
--
One-Way.Shear:
#4 @ 10.89 in
11.70
in
vu =
29.81
4.77
psi #5 @ 16.89 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 23.97 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 .@ 32.68 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 43.03 in
46.20
in
Ru = Mu/bd"2 =
95.2
11.6
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NORTH STAR ENGINEERING
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
FAX (916) 893-2113
REVISED STRUCTURAL CALCULATIONS
PROJECT l� �� L ��S D�iI�K JOB NO.
LOCATION LOT E-2 AL -r-1 aL,LJFFA 2(,•GI4I G0 . DATE I I —22- 19
CODES: Uniform Building Code, 1991 Edition
AISC, Manual of Steel Construction, 9th Edition
ACI, Manual of Concrete Practice, 1988 Edition
AITC, Timber Construction Manual
MATERIALS:
3r
a C 053590
E
T CIVIL ,tiQ
°F CALL`°4�
Concrete: f'c = 2500 psi @ 28 Days ,
Masonry: f'm = 1500 psi
Mortar: f'.c = 1800 psi, Type "S"
Grout: f'c = 2500 psi @ 28 days
Steel Reinforcing: A-615 Grade 40 for #4 and smaller
A-615 Grade 60 for#5 and larger
Structural Steel: ASTM A-36
Steel Pipe: ASTM A53 Grade B
Steel Tubing: ASTM A500 Grade A or B`
achine Bolts, Anchor Bolts: ASTM A307 Grade A
Wood Connectors: Simpson Strong -Tie or equal.
Wood: Light Framing: Const GradeDouglas Fir
Struct Lt Framing: #2 Grade D.F.
Joists & Planks: #2 Grade D.F.
Beams & Stringers: #1 Grade D.F.
Posts & Timbers: #1 Grade D.F.
Plywood: A.P.A. Rated Sheathing, Grade CD, UBC Std 25-9
Glue -Lam Timber: ANSI/AITC-A190.1-1983
Simple Spans: 24F -V4 Combination
Cantilevers: 24F -V8 Combination
LOADS: Roof Live Load:
Seismic Zone
Exposure:
Allowable Soil
Method
Bearing
psf Floor Live Load:
.Wind Speed:
2 used unless otherwise
(psf) 1,500
ARE SPECIAL INSPECTIONS REQUIRED ?
psf
mph
noted.
GENERAL: Any structural or non-structural items that are not
specifically addressed in the following calculations and
or details are designed by others and are not the
responsibility of NorthStar Engineering. Verification of
the soil conditions at the project site to determine the
expansion index or bearing capacity is by others.
Page 1 of ?j
BY: -Jt'I�L
DATE: II PS
JOB NO:
PAGE: OF
A
T
�1
NorthStar 20 Declaration Drive
Engineering Chico, CA 95926
Civil Engineers - P12nners - Surveyors (916) 893-1600
61 a
RETAINING WALL
712 72-AliQ
P-
-,::2 iJ —2
UNTIL
Z Zo PAYS tIlQi.
DAYS.
_Ag
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loll
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712 72-AliQ
P-
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UNTIL
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DAYS.
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A
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BY: .J
DATE:
-JOB NO:
PAGE: OF
IL lzc-_v 11122IC
ra
it E:'.0. _CkZ3 (
Ole.
NorthStar
Engineering
Civil Engineers - Planners - Surveyors
r -
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
I,Z— ji IIJID5�
b
jZ_
p-
0.
RETAINING WALL
1--, 1-4 fz
IQ AT
1 1015
F I L,
(D
------
-
RETAINING WALL
1--, 1-4 fz
IQ AT
1 1015
F I L,
(D
NORTHSTAR ENGINEERING
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
FAX (916) 893-2113
REVISED STRUCTURAL CALCULATIONS
PROJECT I'i ��L R -CS D�I� JOB NO.
LOCATION LOT r� A LL tJ 5L U FFA D(Z . QA I GD DATE I I -Z Z - �9,
CODES: Uniform Building Code, 1991.Edition
AISC, Manual of Steel Construction, 9th Edition
ACI, Manual of Concrete Practice, 1988 Edition
AITC, Timber Construction Manual
MATERIALS:
4?0 i• ESS_r0Ar�
C 0535 0
y
Esp. Gl
Concrete: f'c = 2500 psi @.28 Days
Masonry: f'm 1500 psi
Mortar: f'.c = 1800 psi, Type "S"
Grout: f'c = 2500 psi @ 28 days':
Steel Reinforcing: A-615 Grade 40 for #4 and smaller
A-615 Grade 60 for #5 and larger
Structural Steel: ASTM A-36
Steel Pipe: ASTM A53 Grade B
Steel Tubing: ASTM A500 Grade A or B
Machine Bolts, Anchor Bolts: ASTM A307 Grade A
Wood Connectors: Simpson Strong -Tie or equal.
Wood: Light Framing: Const Grade Douglas Fir
Struct Lt Framing: #2 Grade D.P.
Joists & Planks: #2 Grade D.F.
Beams & Stringers:. #1 Grade D.F.
Posts & Timbers: #1 Grade D.F.
Plywood: A.P.A. Rated Sheathing, Grade CD, UBC Std 25-9
Glue -Lam Timber: ANSI/AITC A190-.1-1983
Simple Spans: 24F -V4 Combination
Cantilevers: 24F -V8 Combination
LOADS: Roof Live Load: psf Floor Live Load: psf
Seismic Zone Wind Speed: mph
Exposure: Method 2 -used unless otherwise noted.
Allowable Soil Bearing (psf) 1500
ARE SPECIAL INSPECTIONS REQUIRED ?
GENERAL: Any structural or non-structural items that are not
specifically addressed in the following calculations and
or details are designed by others and are not the
responsibility of NorthStar Engineering. Verification of
the soil conditions at the project site to determine the
expansion index or bearing capacity is by others.
Page 1 of
BY:` , -1 PL
DATE: II MS
JOB NO: C-;r;2D�p
PAGE: 2 OF
0 VfjV Wz-
/c� 'i`• r�/ G� '1
jCL Cc>
Exp. Co/
\ v�
NorthStar
Engineering
Civil Engineers • Planners • Surveyors
02 1N R0GK.
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
ILIA ►,Jlpc
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2 a DAYS.
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: "17
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Engineering
Civil Engineers - Planners - Surveyors
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
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Engineering
Civil Engineers - Planners - Surveyors
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
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NORTHSTAR ENGINEERING
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
FAX (916) 89.3-2113
REVISED STRUCTURAL CALCULATIONS
PROJECT V�►C�iIC/�i� �Ci�JI iJG�i JOB NO. '55o6
LOCATION 1,0 I (2 /-\L" P2I._UFF2 22. DATE ( _ 20
CODES: Uniform Building Code, 1991 Edition
AISC, Manual of Steel Construction, 9th Edition
ACI, Manual of Concrete Practice, 1988 Edition
AITC, Timber Construction Manual
MATERIALS: Concrete: f'c = 2500 psi @ 28 Days
Masonry: f'm = 1500 psi
Mortar: f'c = 1800 psi, Type "S"
Grout: f'c = 2500 psi @ 28 days
Steel Reinforcing:. A-615 Grade 40 for #4 and smaller'
A-615 Grade 60 for #5 and larger
Structural Steel: ASTM A-36
Steel Pipe: ASTM A53 Grade B
Steel Tubing ASTM A500 Grade A or B
1,1'�Machine Bolts, Anchor Bolts: ASTM A307 Grade
jWood Connectors: Simpson Strong -Tie or.equal.
71 J I
I'°Wood: Light Framing: Const Grade Douglas
Struct Lt Framing: #2 Grade D.F.
0
Fir
Joists & Planks: #2 Grade D.F.
Beams & Stringers: #1 Grade D.F.
Posts & Timbers: #1 Grade D.F.
Plywood: A.P.A. Rated Sheathing, Grade CD, UBC Std 25-9
Glue -Lam Timber: ANSI/AITC A190.1-1983
Simple Spans: 24F -V4 Combination
Cantilevers: 24F -V8 Combination
LOADS: Roof Live Load: psf Floor Live Load: psf
Seismic Zone : Wind Speed: mph
Exposure: — Method 2 used unless otherwise noted.
Allowable Soil Bearing (psf) : 100
ARE SPECIAL INSPECTIONS REQUIRED ? 0
GENERAL: Any structural or non-structural items that are not
specifically addressed in the following calculations and
or details are designed by others and are not the
responsibility of NorthStar Engineering. Verification of
the soil conditions at the project site to determine the
expansion index or bearing capacity is by others.
Page 1 of
0
BY: J M W
DATE: I I /clrr
JOB NO: 55;0&
PAGE 2 OF
N.ofthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
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BY: -j M IZ,
DATE: I 1/ 9 67 -
JOB NO: �C2067
PAGE �3 OF ea'
NorthSta -7 - r
ENGINEERING
Civil Engineers e Planners o Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
PIAN V) � l.,J T
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NORTHSTAR
ENGINEERING
20 DECLARATION DRIVE
TITLE: WIEBEL RESIDENCE
DESCR: RETAINING WALL
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09./95
916-89371600 PG ¢
RetainPRO(tm) 2D (C)1989-92 ENERCALC
-------------- -------------------------------------------------------
CANTILEVERED
RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral -
= 30.0
psf.
Axial LL.on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max.. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf
overturning @ Heel
: Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Verti-cal load
= O.plf
Lateral Load Acting
...Ecc. (Toe side +)
_ .0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= O.00.ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below-Soil
...dist. to start
= 0.00
.ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Fooe ting Type
Line
---------=------------------
WALL & FOOTING DATA ------------------------=
Retained:Height
= 6.00
ft
Toe Width
= 1.50
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 1.50
ft
Key Depth
= 14.00
in
Total Width
= 3.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 1.500
ft
SUMMARY -----------------------------
-
Pressure @ Toe
= 1,161
psf
Factors of Safety:
Pressure @ Heel
= 149
psf
Overturning =
2.28 :1
Allowable Press.
1,500
psf
Sliding =
1.50 :1
Eccentricity
= 4.64
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 9.5
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 0.0
psi
-----------------------------
SLIDING
CHECK ------------------------------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
720.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
5.86.8
#
Factor of Safety
= 1.50
(-)Friction =
491.2
#
Add'1 Force Req'd =
0
#
--=-------------------------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
f'c =
2',500
psi
ACI 9.1 Pressure =
1,626
208
psf Fy =
60,000
psi
Mu - Upward =
1,563
70
ft-# Using SP @ Heel
Yes
Mu - Downward =
236
252
ft-# -------- Rebar Choices --------
Mu - Design =
1,327
182
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ *13.07 in
11.70
in
vu =
9.54
0.00
psi #5 @ 20.26 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To.Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd"2 =
20.4
2.2
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.0Q�; p
48.00
in
NORTHSTAR
ENGINEERING
20 DECLARATION DRIVE
TITLE: WEIBEL RESIDENCE
DESCR: RETAINING WALL
CHICO, CALIFORNIA 95926
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 PG
------------- -------------------------------------------------------
RetainPRO(tm) 2D (C)1989-92 ENERCALC
CANTILEVERED
RETAINING
WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
= .30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
= 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,0=Level)
Using Surcharge to resist
Passive Lateral
= 250
pcf.'
overturning @. Heel
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= :0
plf
Lateral Load Acting
..Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
= 0.00
psf
Footing Width (perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft-
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
----------------------------
WALL
& FOOTING
DATA -----------=-------------
Retained Height
= 8.00
ft
Toe Width
= 2.00
ft
Wall Ht. above soil
= 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 24.00
in
Total Width
= 4.0,0
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
= 2.000
ft
SUMMARY
Pressure @ Toe
= 1,362
psf
Factors of Safety:
Pressure @ Heel
= 176
psf
Overturning =
2.26 :1
Allowable Press.
= 1,500
psf
Sliding =
1.58 :1
Eccentricity
= 6.17
in
Resultant Within Middle Third
1 -Way Shear @ Toe
= 18.1
psi
Allowable Shear =
85.00 psi
1 -Way Shear @ Heel
= 3.7
psi
-----------------------------
SLIDING
CHECK ---------------------
---------
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,200.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,125.0
#
Factor of Safety
= 1.58
(-)Friction =
769.2
#
Add'1 Force Req'd =
0,#
----------------------------
FOOTING
DESIGN ------------------------------
---Toe---
--Heel--
f1c =
2,500
psi
ACI 9.1 Pressure =
1,907
247
psf Fy =
60,000
psi
Mu - Upward =
3,261
278
ft-# Using SP @ Heel
Yes
Mu - Downward =
420
981
hoices--------
ft-# -------- Rebar Choices --------
Mu - Design =
Mu
2,841
704
ft-# --.Toe --
-- Heel
--
One-Way Shear:
#4 @ 13.07 in
11.70
in
vu =
18.10
3.68
psi #5 @ 20.26. in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 28.76 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 39.22 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 48.00 in
46.20
in
Ru = Mu/bd^2 =
43.7
8.7
#9 @ 48.00 in.
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NOR'I'HSTAR
TITLE: WIEBEL RESIDENCE
ENGINEERING
DESCR: RETAINING WALL
20 DECLARATION DRIVE
CHICO, CALIFORNIA 9592A
JOB #: 5506 BY:JMR
@ 11/09/95
916-893-1600 PG & aF: 0
------------- ------------------------------------------------------
RetainPRO(tm) 2D (C)1989-92 ENERCALC
CANTILEVERED
RETAINING WALL DESIGN
Pg 1 of 2
--------------------------------------------------------------------------------
---------- SOIL DATA
-------------
------ ADDED VERTICAL
LOADS ------
Allowable Bearing
= 1,500
psf
Axial DL on Stem
= 0
plf
Active Lateral
=. 30.0
psf
Axial LL on Stem
= 0
plf
.....Slope Active
= 0.0
psf
...Ecc. (Toe side +)
= 0.00
in
.....Max. Active
= 0
psf
Surcharge over Toe
= 0.0
psf
Backfill Slope
=. 0.0:1
Surcharge over Heel
= 0.0
psf
(horiz:vert,O=Level:)
Using Surcharge to resist
Passive Lateral
=. 250
pcf
overturning @ Heel.:
Yes
Soil Density
= 110.0
pcf
@ Toe
Yes
Soil Ht over Toe
= 0.0
in
-------- ADJACENT FOOTING --------
------ ADDED LATERAL
LOADS -------
Vertical load
= 0
plf
Lateral Load Acting
...Ecc. (Toe side +)
= 0.00
in
On Stem Above Soil
_ 0.00
psf
Footing Width .(perp)
= 0.00
ft
Ftg. CL to Wall
= 0.00
ft
Add'1 Lateral Load
= 0.0
plf
Ftg. Base Above/Below
Soil
...dist. to start
= 0.00
ft
At Wall Face [+/-]
= 0.00
ft
...dist. to end
= 0.00
ft
Footing Type
Line
-----------------------=----
WALL
&
FOOTING DATA -------------------------
Retained Height
= 10.00
ft
Toe Width
= 3.00
ft
Wall Ht. above soil
=. 2.00
ft
Heel Width
= 2.00
ft
Key Depth
= 34.00
in
Total Width
= 5.00
ft
Key Width
= 12.00
in
Thickness
= 12.00
in
Key Dist. to Toe
=: 3.000
ft
SUMMARY
Pressure @ Toe
= 1,373
psf
Factors of Safety:
Pressure @ Heel
= 170
psf
Overturning =
2.07 :1
Allowable Press.
= 1,500
psf
Sliding =
1.56 :1
Eccentricity
= 7.80
in
Resultant Within Middle
Third
1 -Way Shear @ Toe
= 29.8
psi
Allowable.Shear =
85.00 psi
1 -Way Shear @ Heel
= 4.8
psi
-----------------------------
SLIDING CHECK
Ftg/Soil Friction
= 0.250
Lateral Pressure =
1,800.0
#
Soil @ Toe Not Used
= 0.00
in
(-)Passive Pressure =
1,836.8
#
Factor of Safety
1.56
(-)Friction _
964.6
#
Add'1 Force Req'd =
0
#
----------------------------
FOOTING
DESIGN ------------------------------
---
Toe --- --Heel--.
f'c =
.2,500
psi
ACI 9.1 Pressure =
1,923
238
psf Fy =
60,000
psi
Mu - Upward =
7,136
251
ft-# Using SP @ Heel
Yes
Mu - Downward =
945
1,191
ft-# -------- Rebar Choices --------
Mu - Design =
6,191
940
ft-# -- Toe --
-- Heel
--
One-Way Shear:
#4 @ 10.89 in
11.70
in
vu =
29.81
4.77
psi #5 @ .16.89 in
18.13
in
vn=2(f'c)1/2*.85=
85.00
85.00
psi #6 @ 23.97 in
25.73
in
Rebar CL To Edge =
3.50
2.50
in #7 @ 32.68 in
35.09
in
Depth to steel =
8.50
9.50
in #8 @ 43.03 in
46.20
in
Ru = Mu/bd"2 =
95.2
11.6
#9 @ 48.00 in
48.00
in
Min. Rebar Ratio =
0.0018
#10 @ 48.00 in
48.00
in
NORTHSTAR ENGINEERING
20 Declaration Drive
Chico, CA 95926
(916) 893-1600
FAX (916) 893-2113
STRUCTURAL CALCULATIONS
PROJECT �J G 13 F- t- S JOB NO. 550(
LOCATION Lor IS $UTrC CO. DATE S ' 3I
CODES: Uniform Building Code, 1991 Edition
AISC,; Manual of Steel Construction, 9th Edition
ACI, Manual of Concrete Practice, 1988 Edition
AITC,:Timber Construction Manual
MATERIALS: Concrete: f'c = 2500 psi @ 28 Days
Masonry: f.'m = 1500 psi
Mortar: f'c = 1800 psi, Type "S"
Grout: f'c = 2500 psi @ 28 days
�e Steel Reinforcing: A-615 Grade 40 for #4 and smaller,
4 �^'� A-615 Grade 60 for #5 and larger
Structural Steel: ASTM A-36
Steel Pipe: ASTM A53 Grade B
�$h� Steel Tubing: ASTM A500 Grade A or B
Machine Bolts, Anchor Bolts: ASTM A307 Grade A
Wood Connectors: Simpson Strong -Tie or equal.
Wood: Light Framing: Const Grade Douglas Fir
Struct Lt Framing, Joists & Planks: D.F. #2
Beams & Stringers, Posts & Timbers: D.F. #1
�C.�^�'� Plywood: A.P.A. Rated. Sheathing, Grade CD, UBC Std 25-9
R69- Er-OrGO!D-� Glue -Lam Timber: ANSI/AITC A190.1-1983
Simple Spans.: 24F -V4 Combination
Cantilevers: 24F -V8 Combination
LOADS': Roof Live
Load:
2-v psf
Floor Live
Load: 4o
psf
Seismic
Zone.:
3
Wind Speed:
8:';'
mph
Exposure.: G Method 2 used unless otherwise noted.
Allowable Soil Bearing (psf) : 1,500
ARE SPECIAL INSPECTIONS REQUIRED -? `r6S - STM.UGTr0 ,MA. 1, STt-7-eL
GENERAL: Any structural or non-structural items that are not
specifically addressed in the following calculations and
or details are designed by others and are not the
responsibility of NorthStar Engineering. Verification of
the soil conditions at the project site to determine the
expansion index or bearing capacity is by others.
Page 1 of 4z + A-FFAGHMr-,i 1T IIAII
4-5 PP%Lt-S
BY: 1`106,
DATE: 9
JOB NO: 55��
PAGE 2- OF
NorthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
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PAGE 3 OF
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20 DECLARATION DRIVE
ENGINEERING CHICO, CALIFORNIA 95926
Civil Engineers • Planners • Surveyors 916-893-1600
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ENGINEERING ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
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ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
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BY: J I 112,
DATE: 9 /qcj
JOB NO: CjC)Q(q
PAGE 7 OF
NorthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
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916-893-1600
�----- _ rte....-•-�
cD
(14
2.2 {�
A= I. (2.2
. I (oma =
20 i N2 <�
4-2-
2I
7-
i 1
(143)4)--2gol2jo
= 47v1 4
use �2i
I31�2
F -V
��AM 12 L0O,2,�
0 2)+ (O�OIi
�-e (1¢1Z)1
= I-� (I.0) Ia-Z�2.4 = 12� 1�.3 ` I�2
�.�60 it. o (I�)3 a,� ��IZ4= to3ai 14C I¢41
YE5AM 11 (-o IZoOF) PP `�2 (IalI-)NaIz�.o3S=2.G14�
PG..B
09-12-1995 TJ—Spec (TM) Page 1 of 1
12:36:09 v4.41 145010409 1001 TJSPECB
RCE
1708 SALEM STREET CHICO, CA 95928 USA Phone: 916 894-8801
---------------------------------------------------------------------------------------------------------------------
Name: CHARLES ROBERTS Project Name: WEIBEL RES. Page Title:
Based on Allowable Stress Design (ASD). UBC building code for TJM products available through Distribution (Residential)
Application......... Floor -
Res.
Deflection Criteria ( R)
Member Use ................
JOIST
Load Classification.......
Floor
LL Defl TL Defl
Member Top Slope(in/ft)...
0.000
Load Duration Factor.......
1.00
Span 1 L/480 L/240
Roof Slope(in/ft).........
0.000
Live Load(psf).............
40.0
loading
Floor Decking.'................
G
Dead Load(psf).............
22.0
102%
Repetitive Member Use.........
Y
loading
Moment(ft-lb)
3968
Reinforced Overhangs........
N/A
14" TJI(R)/25DF JOIST @ 24..0" o/C
16'- 0.00"
------------------------------------------ S I Z E A N A L Y S I S - A S D -----------------------------------------
IMPORTANT! The analysis presented below is output from software. developed by Trus Joist MacMillan(TJM). TJM warrants
the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code
accepted design values. The specific product application, input design loads, and stated dimensions have been provided
by the software user. This output has not been reviewed by a TJM Associate.
The. maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges
of the member. Lateral bracing needs to be properly attached and positioned to achieve stability.
Span 1
Max. Reaction Total(lb) 992 992
Live(lb) 640 640
Required Brg. Length(in) 1.75(W) 1.75(W)
Max. Unbraced Length(in) 36
Copyright (c) 1994 by Trus Joist MacMillan; a limited partnership, Boise, Idaho.
TJI(R) is a registered trademark of Trus Joist MacMillan.
TJ-Spec(TM) is a trademark of Trus Joist MacMillan.
Maximum
Design
Allowable
Control
Shear(lb)
992
992.
< 1710
172%
LT.
end Span
1 under Floor
loading
Reaction(lb)
992
992
< 1015
102%
Bearing 1
under Floor
loading
Moment(ft-lb)
3968
3968
< 5564
140%
MID
Span
1 under Floor
loading
Live Defl.(in)
0.239
< 0.400
L/804
MID
Span
1 under Floor
loading
Total Defl.(in)
0.370
< 0.800
L/519
MID
Span.l
under Floor
loading
Span 1
Max. Reaction Total(lb) 992 992
Live(lb) 640 640
Required Brg. Length(in) 1.75(W) 1.75(W)
Max. Unbraced Length(in) 36
Copyright (c) 1994 by Trus Joist MacMillan; a limited partnership, Boise, Idaho.
TJI(R) is a registered trademark of Trus Joist MacMillan.
TJ-Spec(TM) is a trademark of Trus Joist MacMillan.
1
I
BY: Hlt-.
DATE: 9- 7-- °I S
JOB NO: 550 fo
PAGE 'I OF
NortMtar
ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
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916-893-1600
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ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
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916-893-1600
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JOB NO:
PAGE I Z OF
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Civil Engineers • Planners • Surveyors
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Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
CHICO, CALIFORNIA 95926
916-893-1600
BY: J
DATE: Cl 1 CK5
JOB NO: e54—v O
PAGE I4OF
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DATE:
1ZDATE:
JOB NO:
PAGE 16/ OF
NorthStar
ENGINEERING
Civil Engineers • Planners • Surveyors
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1.
BY: -i
DATE:
JOB NO: G�Q�
PAGE 17 OF
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ENGINEERING
Civil Engineers • Planners • Surveyors
20 DECLARATION DRIVE
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916-893-1600
': �- ► N:� � . � to <>� �T ►,J � ��1 _ _ �-, .� z: �. � . _ .� � _
z 1-
147
4
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_ r
SMEAR WALL
SHEAR WALL
NO 1
ND 2
NO 3
-SCHEDULE.
NO 4
NO
NO 6
NO
NO 8
NO 9
ALLOWABLE
LOAD/FOOT
260
380
490
550
640
130
980
1080
1280
12,8
PLYWOOD
3/8"
3/8"
3/8"
3/8"
3/8."
3/8"
3/8u CDX
37811--
STRUCT I
3/8" CDX
CDX
CDX
CDX
STRUCT I
CDX
STRUCT t
BOTH 3
BOTH 3
BOTH 3
SIDES
SIDES
I SIDES
EDGE
NAILING
8d06"
8dis4"
8da3"
8d03"8dP2"48d02"4
8d P3"
8dQ3"
8d�2"4
FIELD NAILING
Sd !a 12"
8d (a 12"
8d ia 12"
8d P 12"
8d 0 12"
8d .ia 12"
8d (@ 12"
' 8d (a 12"
8d is 12"
SILL NAILING 516
16d @ 6"
16d 1@ 4"
20d (@ 4"
20d P 3"120d
P 3"
20d 0 2"
20d 0 2"
20d P 2"
20d(@1-1/2"
CLIP, BLOCK
1-550
L550
L590
LS90
L590
L590
LS90
A35
TO PLATE
0 22"
01411
X 16"
1 16"
P 12"
X 12"
P 8"
(a 4"
_A35
p 4"
ANCHOR BOLT
5/8" 0
5/8" 0
5/8" 0
5/8" m
5/8" 0
5/8" 0
3/4" 0
3/4" 0
3/4-0
A.B. (SPACING)
52"
36"
28"
24"
20"
16"
16"
16"
12"
NOTES.,
I. OVER DOUGLAS FIR FRAMING
2. ALL PANEL EDGES BACKED WITH 2 -INCH NOMINAL OR WIDER FRAMING U.O.N.
3. PANEL JOINTS SHALL BE OFFSET 'TO FALL ON DIFFERENT FRAMING MEMBERS
OR FRAMING SHALL BE AS SHOWN IN NOTE $4
4. APPLIED OVER 3 -INCH NOMINAL OR WIDER FRAMING WITH NAILS STAGGERED
5. STAGGER ALL SILL NAILS
6. PRE -DRILL 20d AND LARGER
1. SIMPSON MANUFACTURED CLIPS OR APPROVED EQUAL
8. 1/2" TI -I1 SIDING MAY BE SUBSTITUTED FOR 3/6" PLYWOOD WHERE OCCURS
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BY:
DATE:
JOB NO: 550(:P
PAGE 19 OF
flofthStar
ENGINEERING
Civil Engineers 9 Planners e Surveyors
20 DECLARATION DRIVE
-CHICO, CALIFORNIA 95926
916-893-1600
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-7
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3
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1 ' "7r �:7;.t ...�nt:�.a._r.. :r,a�-�.ai,.::.a'i ___•- r-a:�37.%.:.7a:xa1?F•Fr�.
CAR GUIDE SHOE,,
GUIDE RAIL -'�r
j COUNTERWEIGHT
AND GUIDE SHOE
)� o r
I / z
a DUMBWAITER CAR HW
1' CW
f y,• z
HAND ROPE
lF l CD
11'IL
{f `�
PLANVIEW
V i CEILING LINE UPPER
)LEVEL
�
'r DUMBWAITER MACHINE
rf r.
MACHINE SUPPORT
l f' (WOOD)
E DEFLECTING SLEAVE
LEDGER BOARD
SPRING BUMPER STOP
ON RAIL
! ROPE GUIDE (WOOD)
DUMBWAITER CAR
H CH
ADJUSTABLE SHELF
a
CAR DIMENSIONS
Z (5
,
wW
33�
o��
~N�
L1prn
W W 02
�� ..,oz
WI-
_
_
x
x x
QJd
ILa< -+�
-CL ZAWJ
Zy
u)2
03
O°
vx
U�
Ua 0N�
...ZLU
QY.
fit
W
x
`��
° x
V
W
x
820
60
48
50
40.6 76
22.7
68.5
F&FR
24"
19"
20"
16" 30"
50
27") 7-.
R20
60
48
50
40.6 76
22.7
83.8
CP
24"
9" 1
20"
16" 30"
50
33"' ; 7-.9
{
R24
71
58
60
50 91
34
78.7
F&FR
28"
23"
24"
20" 36"
75
31") g46
.
R24
71
58
60.
50 91
34
93.9
CP
28"
23"
24"
20" 36"
75
367
37") Aa
R28
81
68.5
71
60 91
45.4
88 256.5
F&FR
32"
27"
28"
24" 36"
100
35"i t8'-5
R28
81
68.5
71
60 91
45.5
104 2717
CP
32"
27"
28"
4" 36"
100
41" IB'•11
R32
91
78.7
81
71 91
52.2
96.5 264
F&FR
36"
31"
32"
28" 36"
115
38" 1 (81-8
'
R32
91
78.7
81
71 91
52.2
111.7
279
CID
36"
31"
32"
28" 36"
115
44.)
I 91-2-1
y
}
CAR DIMENSIONS
y
Z
MO
UU)
Wlu
Qx
3:,
Qx
��~
t:(/)
UQp�
WW
a <
02
.
x x W=
°
xN
xtoa
I.- f' °Lry
=0J
-LL LU
g�
"p3
p0
U� UW UZI+J
"3
4Ye
0o
CLU
00
`
0
x
x
° -x
W
FF
C24
71
58
60 50 91
68.1
78.7 246
F&FR
28"
23"
24" 20" 36"
150
31" 18'-1
C24
71
58
60 50 91
68.1
93.b 261
CP
28"
23"
24" 20" 36"
150
37'1(81-71
C28
81
68.5
71 60 91
79.5
88 1256.5
F&FR
32"
27"
28" 24" 36"
175
35" 8'•5
C28
81
68.5
71 60 91
79.5
104 271.7
CP
32"
27"
28" 24" 36"
175
41" 8'•11
1
C32
91
78.7
81 71 91
90.8
96.5 264
F&FR
36"
31"
32" 28" 36"
200
38" 6.
C32
91
78.7
81 71 91
90.8
111.7 I 279
^
CID
36"
31"
32"
200
44" 9'-
C36
101.6
99
9t 06.6
114
106.6 289.5,F&FR
40"
39"
L")36"
36" 42"
250
42" 9'
C36
101.6
99
91 06.614
121.9 304.8CID
40"
39"
36" 42"
250
48") 1 10'
ALL DIMENSIONS ARE FINISH (TOP NUMBERS ARE METRIC)
HAND ROPE
9' GUIDE RAIL SPLICE
S'
r GUIDE RAILS
r
z
a a a a
0 0 0 0
l OPEN
FRONT OPENING FRONT & REAR OPENING CORNER
UPPER FLOOR LINE (F) (FR) FRONT SIDE
1i I (CP .
;f' <t SHEETROCK BY OTHERS r.
SPECIFICATIONS: COUNTERWEIGHT: Shall -onst
j steel and adjustable. Shan • a prop°
HOI ST TO SPECIFY: The dumbwaiter contractor shall minimize the amount of e0o iuiredfo
CABLE furnish and install a manually operated traction type dumbwaiter with the rateed :o..,.
dumbwaiter Model
/f manufactured by Miller Manufacturing, Inc. CABLES44AND ROPE; Commemiald .-
ir Dumbwaiter shall have a lifting capacity of hoist cable shall be aircraft cable 3l8 1
pounds. Dumbwaiter shall have stops, with an ultimate breaking strength of fi,
,', �,• with openings located on the (front) Residential dumbwaiter hoist cablesl),ed
(front/rear) (front/light or left side) of hoistway. galvanized aircraft cable 3/16'7 XlarT
Total dumbwaiter travel shall be feet breaking strength of 4200 pounds. H
T+ inches. soft woven white polyester 3/4' in di
J ! - swivel connector.-,,,;,;
CAR: Car shall have dimensions of wide, - ,- "f'f.. "
deep, high, and shall have GUIDE RAILS: Shall be 1/4-axlNded-
,�
adjustable shelves. Car construction shall be aluminum shape guiding both car end„ ,
Guide rails shell De located on one std_a
1. Hardwood veneer �..
2. Laminated Plastic ,;. splice brackets and installation sae
s 3. Carbon steel, prime painted finish Y t provided for moun- I the gultle res'
COUNTERWEIGHT 4. Stainless steel.` *' holatwey wad
MACHINE: Shall have heavy steel support frames .- GUIDE SHOES FOR CAR AND COU
held rigidly In place by cold roll steel tie rods Hoist �' •Shall De injected molded A-�on e4d r
machine shall be fitted with self -aligning ball bearings4 tit"'lshigh atrength'with minima , rigWY
for all rotating shafts. Shall be furnished with a fullyI 1: , - properties: Oulde_ehoe sr - • +o r r
.P. f. automatic setting brake mechanism. Bfake y ±�y,t - j properly aligned to receive yu
mechanism shall be adjustable. Brake components?!3,(%r"WOR B �OTHE S:;two0.Machine access4
shall be precision machined gray iron and aluminum :n .►f entraece doors. Finished hoistwsy
S Drone. Machine shall have ample strength capable of
supporting the ser with rated load and the C+ y+ ir, accordance with building codes-.FfOD,et
' SPRING BUMPER STOP pt/ gg it � pointeformacftfhe 6upports,end�lu�
l 30 MIN. counterweight. The traction sheave shag be hea l j • �� We
Fz. MOUNTED TO GUIDE RAIL east grey iron, with machined groove(s)properly.. ,+�_ WARRA Limited Frve year
- designed to promote good traction and long cable Ille`-
�. 2' s 4 Y"` FLOOR L NE LOWER LEVEL !. dr " vg��+ti`�„1�TOL E� y
, �v^z .•,�, .j.� , 1'•(866f232 -
,:;e.'21
..F.
/ Aj,' 7.R,•fk 4+aiiw-�R +. b y? MF.r: lid s'"++. y., •'L'
"SE
'. k, • "i`r t•'i`v*t�,�r'-'
..j� A SECTION rk 2` Yr•�q,'> '.j`i' i 'si'R L , aS�i .
1 OtY. ��<F"•t �`.,�1�+ ^+ 1'..
i't._ MILLERZ.rr`�*`i7
A, MANUFACTURING, INC.
r 165 Cascade: Court • Rohnert ParkaCA94928
'x(707) 584=95285` FAX (707) 584 0850' }
r 1 a ,�., C ?`w +rt -+' sr'�'i �'++£ .'^•">« i ai fl! "st!.'•'hr ri',+`. w- z+„'+C`;r+�y`�tri�."k +. ..•Mr
'�, Mlrler Manufactunng,1990 SILENT SERVANT®)s'a'reg at if
,,ft ''•:ts ...,....,iu-•.w?zs4.4' rsvfydtc....+c:. Y C. rc-y:••��,,,,� m•
? _ 8 .+ w..am.-• •{ .+,7 �c? +c. �" . � „
Mada m Amarira We reserve the nciht to ehanoe ser?Cfieations a des ensl' alai[ ono, ilotrte??++' Printed
1
-TU&T;AGll_Z:)
���C� � � �� l ►--� �y �„� s -rte
pct.
S6A R
Cv�►F,f� '
C 4w
r _
r
�� � - rod. ' fir- ►-� LW.,
.. - CLwt 1 tGk-� w�
= l�
-(i►�� j a C2 -
Js F -AA -0 = J U 7 So jf- LF
1706-1708 1991 UNIFORM BUILDING CODE
EXCEPTIONS: 1. Openings to the exterior maybe unprotected when permitted
by Table No. 5-A or 9-C or Sections 1803 (b), 1903 (b), 2003 (b) and 2103 (b).
2. Openings protected by through -penetration fire stops to provide the same de-
gree of fire resistance as the shaft enclosure. See Sections 4304 and 4305.
(e) Rubbish and Linen Chute Termination Rooms. In other than Group R, Di-
vision 3 Occupancies, rubbish and linen chutes shall terminate in rooms separated
from the remainder of the building by an occupancy separation having the same
fire resistance as required for the shaft enclosure, but not less than one hour. Open-
ings into chutes and chute termination rooms shall not be located in exit corridors
or stairways. For sprinklers, see Section 3802 (b).
(f) Chute and Dumbwaiter Shafts. In buildings of Type V construction, chutes
and dumbwaiter shafts with a cross-sectional area of not more than 9 square feet
may be either of approved fire -resistive wall construction or may have the inside
layers of the approved fire -resistive assembly replaced by a lining of not less than
0.019 -inch (26 -gage) galvanized sheet metal with all joints locklapped. The out-
side layers of the wall shall be as required for the approved construction. All open-
ings into any such enclosure shall be protected by not less than a self-closing solid
wood door 13/8 inches thick or equivalent.
Construction Joints
Sec. 1707. Construction joints, such as those used to accommodate wind, seis-
mic or expansion movements, installed in fire -resistive walls required to have pro-
tected openings or in floors shall be protected with an approved material or
construction assembly designed to provide the same degree of fire resistance as the
floor or wall in which it is installed when tested in accordance with U.B.C. Stan-
dard No. 43-1. See Section 4302 (b).
Such material or construction assembly shall be securely installed in or on the
joint for its entire length so as not to dislodge, loosen or otherwise impair its ability
to accommodate expected building movements and to resist the spread of fire and
hot gases.
Weather Protection
Sec. 1708. (a) Weather -resistive Barriers. All weather -exposed surfaces shall
have a weather -resistive barrier to protect the interior wall covering. Such barrier
shall be equal to that provided for in U.B.C. Standard No. 17-1 for kraft waterproof
building paper or asphalt -saturated rag felt. Building paper and felt shall be free
from holes and breaks other than those created by fasteners and construction sys-
tem due to attaching of the building paper, and shall be applied over studs or sheath-
ing of all exterior walls. Such felt or paper shall be applied horizontally, with the
upper layer lapped over the lower layer not less than 2 inches. Where vertical joints
occur, felt or paper shall be lapped not less than 6 inches.
Weather -protected barrier may be omitted in the following cases:
1. When exterior covering is of approved weatherproof panels.
2. In back -plastered construction.
3. When there is no human occupancy.
114
t
9 _
COUNTERWEIGHT
AND GUIDE SHOE
DUMBWAITER CAR
1i
E
CH
30"
CW
HAND ROPE
CD
CEILING LINE UPPER
LEVEL
DUMBWAITER MACHINE
MACHINE SUPPORT
(WOOD)
DEFLECTING SLEAVE
LEDGER BOARD
SPRING BUMPER STOP
ON RAIL
ROPE GUIDE (WOOD)
DUMBWAITER CAR
ADJUSTABLE SHELF
HAND ROPE
GUIDE RAIL SPLICE
GUIDE RAILS
UPPER FLOOR LINE
. . . ..
I
J
CAR DIMENSIONS
'
ZJ
�2
�a t
~y^
Upm
_W W OZ i 9
20
`
PLAN VIEW
1i
E
CH
30"
CW
HAND ROPE
CD
CEILING LINE UPPER
LEVEL
DUMBWAITER MACHINE
MACHINE SUPPORT
(WOOD)
DEFLECTING SLEAVE
LEDGER BOARD
SPRING BUMPER STOP
ON RAIL
ROPE GUIDE (WOOD)
DUMBWAITER CAR
ADJUSTABLE SHELF
HAND ROPE
GUIDE RAIL SPLICE
GUIDE RAILS
UPPER FLOOR LINE
. . . ..
I
J
1i
E
CH
30"
CW
HAND ROPE
CD
CEILING LINE UPPER
LEVEL
DUMBWAITER MACHINE
MACHINE SUPPORT
(WOOD)
DEFLECTING SLEAVE
LEDGER BOARD
SPRING BUMPER STOP
ON RAIL
ROPE GUIDE (WOOD)
DUMBWAITER CAR
ADJUSTABLE SHELF
HAND ROPE
GUIDE RAIL SPLICE
GUIDE RAILS
UPPER FLOOR LINE
1'
J
CAR DIMENSIONS
'
ZJ
�2
~y^
Upm
_W W OZ i 9
20
F
Wa
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3t -p
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60
48
50_74D6
76
22.7
68.5 221
FBFR
24"
_
19"
20"
16"
30
50
27:
R20
60
48
50
40.6
76
22.7
83.8 23g
CP
24
19"
20"
16"
30"
50
331 ' .p
R24
71
58
60
50
91
34
78.1 246
FBFR
28"
23"
24"
20"
36'
75
31'I :.,•,
R24
71
58
60.
50
91
34
93.9 26;
CP
28
23"
24"
20"
36"
75
(37"' �'.7-, . 4
88p
R28
81
68.5
71
60
91
45.4
FBFR
32"
27"
28"
24"
36"
100
35".
R28
81
68.5
.71
60
91
45.5
104
CP
32
27'
28"
4
36"
100
41'1 13'•1;^,;
832
91
78.7
81
71
91
52.2
96.5 264
FBFR
36
31"
32"
28'
36"
115
,
38") 18'-P',;
R32
91
78.7
81
71
91
52.2
111.7 279
CP
36"
31"
32"
28"
36'
115
(44') (9'•21 J
Q
>
}
CAR DIMENSIONS
>.
Z
U U)
_Q
3Ha
Q
O1"'a.
H N
W W
x
x
W2
WW
QUJIL _�_x021",
4
."Opts
22
03
DU
Ge
3
UW
VZW
UN
00
p
U
x
x
O
-x
W
C24
71
1 58
60
50
91
68.1
78.7 246
FBFR
28"
23"
24"
20"
36"
150
31" 8'-11
93.S 281 .
C24
71
58
60
50
91
68.1
CID
28'
23"
24"
20"
36"
150
37'; 18'•7^:1 =
C28
81
68.5
71
60
91
79.5
88 256.5 ,
`
FBFR
32"
27"
28"
24"
36"
175
35"1 • 18'•51
81
68.5
71
60
91
79.5
104 271.7
32"
27"
28"
24^
36"
175
41' 8'-1t'i
91
78.7
81
71
91
90.8
96.5 1 264
36"
31"
32"
28"
36"
200
38"1 1 (6.2^1
91
78.7
81
71
91
90.8
111.7 279
tC36101.6
36"
31'
32"
28"
36"
200
44" l (9'-- '
101.6
99
91
91
106.6
114
106.6 289.5 -
40"
39"
36"
36"
(42"
(250)
(42") ' (9'-E'-:
99
91
91
106.6
114
121.9 304(40"
139"
(36")
(36")
'(42")
(250)
(48") (10'1
ALL DIMENSIUNS AHt f-1NISH (I UI-• NUMUtrSa Alae mel ml%,) ,
'F
F- _:�:3
z
a
0
FRONT OPENING
(F)
z z
CL Q_
0 0
FRONT 8 REAR OPENING
(FR)
N SHEETROCK BY OTHERS
SPECIFICATIONS: COUNTERWEIGHT: Shall' ",strut
i steel and adjustable. Sha:, proper
H01 ST TO SPECIFY: The dumbwaiter contractor Shall minimize the amount of el:. uired to s�
CABLE furnish and install a manually operated traction type dumbwaiter with the raleec
dumbwaiter Model
manufactured by Miller Manufacturing. Inc. CABLESIHAND ROPE: Commercial
Dumbwaiter shall have a lilting capacity of hoist cable shah be aircraft cable 1f816 2
pounds. Dumbwaiter shall have stops. with an ultimate breaking suength of hall
with openings located on the (front) Residential dumbwaiter hoist cable 5h�-
(front/rear) (front/right or lett side) of hoistway. galvanized aircraft cable 3116'7 11%,
Total dumbwaiter travel shall be feet breaking strength o1 A200 pounds. -•
• intoes. sols woven white polyester 3/a' in diaR
swivel connector.
CAR: Car Shall have dimensions of wide.
deep, high, and shall have GUIDE RAILS: Shall be 1/4• eitmded
adjustable shelves. Car construction shall be: aluminum shape guiding Doth cat and r.E
1. Hardwood veneer Guide rails shall be located on one Side?1'
i. Laminated sneer splice brackets end installation saea'S..:
provided for mounting the guide tail .
COUNTERWEIGHT 3. Carbon Steel, prime painted finish hoistway wall",
1. Stainless Steel - � . • _ ..• ..
MACHINE: Shell have heavy steel support frames - GUIDE SHOES FOR CAR AND CDU
Shall be Injeaed molded t -TAL CO
held rigidly in plate by sold roll steel tie rods. Hetet '.'; high strength with minima ::`p^ '
machine shall Defined with
self -aligning Dell bearings `+,+: g rigidlff.
for all rotating shafts. Shall be furnished with a fully'' properties. Guide shoe s: -
::'`�;8.; °� = properly aligned to receive ,. a r
automatic selling Drake mechanism. Brake .. ' -
mechanism shalt De adjustable. Brake components = WORX BY OTHERS: Machine act°ss,
shalt be precision machined gray Iron and aluminum entrance opera. Finished hoistway
- bronze. Machine shell have ample strength capable ol•,� .. accerdande wdh building codes. Pkii
r?
supporting the car with rated load and the ;;',fit jj;v, ; }? polnls tar machine supports and g4.
SPRING BUMPER STOP counterwei ht. The traction sheave shall De heavy; �f'. ,' , y
S ..;, ",
a.. 30" MIN. g 1. e
MOUNTED TO GUIDE RAIL easlgreylron,withmeeNnedgroove(s)properfy`;Ct'z p:'WARRANTY-Umited_FveYeerW,..
• •' ,r designed to promote good traction and long cable fife'
a'r; r`Y, r. TOL~FREE
FLOOR LINE LOWER LEVEL r1 sir ?1 (80U).232 21TT
SECTION MA
r ,
n . ' MILLER :yr .a'`"r �2�?�og x.3(5?ps z ,.
'. MANUFACTURING, INC.. t" -
165 Cascade Court; Rohnert. Park ,CA 94928
(707) 584-9528' FAX (70.584 0850.'
c <g a `• .-. - wit h % ".M•.:
_ . C Miller Manufacturing 1990,27
: SILENT SERVAN7s_Isa refl U S.°pat. I t n
Pr ,
Matle in America - We reserve the ri M to than a soeclhcations or desi'-twithdd OnOr notlCn
ATTACHMENT "A"
WEIBEL RESIDENCE
Calculation Index:
Moment Frame
Layout
• Lateral Load
Development
• Moment Frame
Loading Layout
• Moment Frame
Analysis ,
• Footing Analysis
Page #
Att. A
-Sht. 1
Att. A
Sht. 2-6
Att. A
Sht. 7-13
Att. A
Sht. 14-38
Att. A
Sht. 39-45
Revision. Summary:
Rev. 0 Initial Issue
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1 09/05/95 Lateral Analysis - Weibel Res. - RCE Job 95-032
IUBC Wind Loads -- Method 1
p= Ce•Cq•gs•I
P=
P=
P=
P=
P=
P=
IWW Of W 1WR OWR OLR OPR
Wind Spee 75 mph
Exposure: C
where;
Ce =
Ce =
Ce =
Ce =
Ce =
Ce =
Cq =
Cq =
Cq =
Cq =
Cq =
qs =
Roof Slope =
Py 2
1.06 @ 0 to 15'
1.13 @ 15 to 20'
1.19 @ 20 to 25'
1.23 @25 to 30'
1.31 @ 30 to 40'
1.43 @ 40 to 60'
0.8 (IWW) Inward @ Windward Wall
0.5 (OLW) Outward @ Leeward Wall
0.3 (IWR) Inward @ Windward Roof
0.7 (OWR) Outward @ Windward Roof
0.7 (OLR) Outward @ Leeward Roof
0.7 (OPR) Outward @ Parallel To Ridge
14.4 psf
1.00 Importance Factor
4 Rise to 12 Horiz.
North - South Wind Analysis (2nd Level) Tributary
Normal
�b�I�f�Q6lLi6![ib! •
Normal
Resultant Horizontal
Area
Pressure
Force
Area
Pressure
Mean Roof Height 25 feet 2.0
Wind Spee 75 mph
Exposure: C
where;
Ce =
Ce =
Ce =
Ce =
Ce =
Ce =
Cq =
Cq =
Cq =
Cq =
Cq =
qs =
Roof Slope =
Py 2
1.06 @ 0 to 15'
1.13 @ 15 to 20'
1.19 @ 20 to 25'
1.23 @25 to 30'
1.31 @ 30 to 40'
1.43 @ 40 to 60'
0.8 (IWW) Inward @ Windward Wall
0.5 (OLW) Outward @ Leeward Wall
0.3 (IWR) Inward @ Windward Roof
0.7 (OWR) Outward @ Windward Roof
0.7 (OLR) Outward @ Leeward Roof
0.7 (OPR) Outward @ Parallel To Ridge
14.4 psf
1.00 Importance Factor
4 Rise to 12 Horiz.
North - South Wind Analysis (2nd Level) Tributary
Normal
Resultant Horizontal
Normal
Resultant Horizontal
Area
Pressure
Force
Area
Pressure
Mean Roof Height 25 feet 2.0
feet @
13.0 psf =
26 lbs.
(IWW)
@ 15 to 20'
3.0
feet @
13.7 psf. =
41 lbs.
(IWW)
@ 20 to 25'
5.0
feet @
8.6 psf =
43 lbs.
(OLW)
@ 20 to 25'
2.0
feet.@
5.1 psf =
3 lbs.
(IWR)
@ 20 to 25' .
3.0
feet @
5.3 psf =
5 lbs.
(IWR)
@ 25 to 30'
5.0
feet @
12.0 .psf =
19 lbs.
(OLR)
@ 20 to 25'
Fp =137 P oriz.
r
North - South Wind Analysis (1 st Level)
Tributary
Normal
Resultant Horizontal
Area
Pressure
Force
Mean Roof Height 25 feet
8.5
feet @
12.2 psf =
104 lbs.
(IWW)
@ 0 to 15'
3.0
feet @
13.0 psf =
39 lbs.
(IWW)
@ 15 to 20'
1 1.5
feet @
8.6 psf =
99 lbs.
(OLW) ,@
15 to 20'
�/
Fp = 1 p f - horiz.
East - West Wind Analysis (2nd Level)
Tributary
Normal
Resultant Horizontal
Area
Pressure
Force
Mean Roof Height 25 feet
2.0
feet @
13.0 psf =
✓ 26 lbs.
(IWW)
@.15 to 20'
2.0
feet @
13.7 psf =
27 lbs.
(IWW)
@ 20 to 25'
5.0
feet @
8.6 psf =
. 43 lbs.
(OLW) _
@ 20 to 25'
2.0
feet @
5.1 psf =
3 lbs.
(IWR)
@ 20 to 25'
3.0
feet @
5.3 psf =
5 lbs.
(IWR)
@ 25 to 30'
5.0
feet @
12.0 psf =
19 lbs.
(OLR)
@ 20 to 25'
Fp =. p -oriz.
East -West Wind Analysis (1 st Level) Tributary Normal Resultant Horizontal
Area Pressure Force
Mean Roof Height 2.5 feet 8.5 feet @ 12.2 psf = 104 lbs. (IWW) @ 0 to 15'
3.0 feet @ 13.0 psf = 39 lbs. (IWW) @ 15 to 20'
11.5 feet @ 8.6 psf = 99 lbs. (OLW) @ 15 to 20'
Fp = 1 p oriz.
t 09/05/95 - Lateral Analysis -. Weibel Res. - RCE Job 95-032
P� 3
UBC Seismic Loads - Static Force Procedure
V= (Z•1•C/Rw)•W where;
Z =
0.3 Zone 3
I =
1.00 Importance Factor
_ p= 0.138 •W
C =
'2.75 maximum
RW =
6.0
W =
Building Weight
North - South Seismic Loading
Tributary Weights =
54.00 feet of Roof @
22.03 psf
Living Room 2nd Level Loadings
11.00 feet of Ext. Wall @
15.00 Of
V =1. 186 plr- oriz.
North - South Seismic Loading
Tributary Weights =
24.00 feet of Roof.@
22.03 psf
Dining K Music 2nd Level Loadings
1 1.00 feet of Ext. Wall @
15.00 plf
V 95 p - oriz.
North - South Seismic Loading
Tributary Weights =
19.00 feet of Carpet Floor
12.00 psf
Living Room 1 st Level Loadings
16.00 feet of Tile Floor @ •
21.50. plf
23.00 feet of Ext. Wall @
15.00 plf
V 126 p - oriz.
North - South Seismic Loading
Tributary Weights =
16.00 feet of Tile Floor @
21.50 plf
Dining 8z Music 1 st Level Loadings
23.00 feet of Ext. Wall @
15.00 pif
V 95 plforiz.
East - West Seismic Loading
Tributary Weights =
34.00 feet of Roof @
22.03 psf
Living Room 2nd Level Loadings
11.00 feet of Ext. Wall @
15.00 pif
V 126 p 17.oriz.
East - West Seismic Loading
Tributary Weights =
75.00 feet of Roof @
22.03 psf
Dining 8z Music 2nd Level Loadings
11.00 feet of Ext. Wall @
15.00 pif
V 250 p - oriz.
East - West Seismic Loading
Tributary Weights =
54.00 feet of, Carpet Floor
12.00 plf
Living Room 1st Level Loadings
23.00 feet of Ext. Wall @
15.00 plf
V 137 p - oriz.
East - West Seismic Loading
Tributary Weights =
75.00 feet of Tile Floor @
21.50 psf
Dining 81 Music 1 st Level Loadings
23.00 feet of Ext. Wall @
15.00 plf
V 269 p oriz.
09%12/95 - Lateral Analysis - Weibel Res. -'RCE job 95-032
Lateral Load Summary
Wall Line
8z Load Level
ID
Tributary
Length
ft.
Unit Loads
Seismic Wind
k.l.f.) k.l.f.
Wall Loads
Seismic Wind
kis (kips)
Controlling
Load Case
D - West 2nd
8.00
0.095
0.137
0.763
1.098
Wind Controls
D - East 2nd
13:00
-0.186
0.137
2.421
1.784
Seismic Controls
G - West (2nd)
13.00
0.186
0.137
2.421
1.784
Seismic Controls
G - East (2nd)
16.50
0.095
0.137
1.574
2.265
Wind Controls
D - West 1st
12.50
0.095
0.241
1.184
3.017
Wind Controls
D - .East 1 st
13.00
0.126
0.241
1.639
3.138
Wind Controls
G - West l st
3.00
13.0940
0.126
0.241
1.639
3.138
Wind Controls
G - East (1 st)
15.00
0.095
0.241
1.421
3.621
Wind Controls
8 - 2nd)
3.75
0.186
0.124
0.698
0.463
Seismic Controls
7 - North 2nd)
3.75
0.186
0.124
_ 0.698
0.463
Seismic Controls
7 -South 2nd
6.00
0.186
0.124
' 1.1 18
0.741
Seismic Controls
6 - North 2nd
6.00
0.186
0.124
1.118
0.741
Seismic Controls
6 - South 2nd
8.00
0.095
0.124
0.763
0.988
Wind Controls
8 - l st)
3.75
0.126
0.241
0.473
0.905
Wind Controls
7 - North 1 st)
3.75
0.126
0.241
0.473
0.905
Wind Controls
7 - South 1 st
6.00
0.126
0.241
0.757
1.448
Wind Controls
6 - North (1 st
6.00
0.126
0.241
0.757
1.448
Wind Controls
6 -South (1st)
8.00
0.095
0.241
0.758.
1.931
Wind Controls
09/12/95 = Lateral Analysis - Weibel Res. - RCE job 95-032
SHEAR STRESSES AND
SHEAR ANCHORAGE SUMMARY
Wall ine
ID
----- Wall Loads
Seismic Wind
(kips) (kips)
Wall
Length
(feet)
WallHorizontal
Stresses
(plf)
Diaphragm
Lengths u Stresses
Sill Plate Shear Anchorage
Bolt Dia. (in.) or
Connector Type
Capacity
(kips)
Spacing
(feet) (plf) (feet) (pin
West Side East Side----�'J
err
D@ 2nd Level
D@ 1 st Level
3.18
2.88
10
318
16 69 34 71
0.500
0.841
24 inches O.C.
16 189 34 92 (
G@ 2nd Level
G@ 1 st Level
4.00
4.05
10
405
34 71 16 142
--o-.50.0_
0,841
.24_inches_oxcr
16 196 34 106
North Side South Side
8@ 2nd Level
7@ 1 st Level
7@ 2nd Level
B@ 1 st Level
6@ 2nd Level
6@ 1 st Level
0.70
0.47
1.82
1.23
1.88
1.51
0.46
0.91
1.20
2.35
1.73
3.38
N/A
N/A
N/A
N/A
N/A
N/A
26 27
N/A
N/A
N/A J
J
j
26 35
26 27 26 43
26 35 26 56
26 43 75 13
26 56 54 36 .
0
hGl N ea 3G v C, `
War le
09/12/95 - Lateral Analysis - Weibel Res. - RCE Job 95-032
Wall ine
ID
a
Load
(kips)
Lo—ad
Type
a
Height
(feet)
a
Length
(feet)
Applied
OTM
(foot -kips)
Forces Resisting
Uniform Load Point Load
(WO (kips)
Resistive
OTM
(foot -kips)
et p i
Force
(kips)
Comments
n eve
eismic
. 357
)ED STUD
ON TOP.OF THE STEEL BEAM
2.88
Wind
10.00
10.00
28.82
0.250
8.33
2.049
HD5A BOLTED TO A WELDED STUD
ON TOP OF THE STEEL BEAM
Znd LevelSeismic18.28
2.168
HD5A k WELDED STUD
ON TOP OF THE STEEL BEAM
4.05
Wind
10.00
10.00
40.49
0.250
8.33
3.216
HDSA BOLTED TO A WELDED STUD
ON TOP OF THE STEEL BEAM
P� -4
Po
PC I o
PC3 1l
4
-
S
�
3
O
O
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6
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•
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6
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O
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PAGE NO. 1 y
User ID: R.C.E.
* S T A A D - III
* Revision 20.OW
* Proprietary Program of
* RESEARCH ENGINEERS, Inc.
* Date= SEP 6, 1995
* Time= 6: 9:57
+ +
* USER ID: R.C.E.
++++++++++++++++++++++++++++++++++++++++++++++++++
1. STAAD SPACE WEIBEL RESIDENCE MOMENT FRAME
2. INPUT WIDTH 72
3. UNIT FEET KIP
4. JOINT COORDINATES
5. 1 13. 0. 0.; 2 13. 12. 0.; 3 13. 0. 12.; 4 13. -12. 12.; 5 5.2 0'. 16.5
6. 6 5.2 12,. 16.5; 7 13. 22.9 12.; 8 5.2 22.9 16.5; 9 0. 12. 19.5
7. 10 0. 22.9 19.5; 11 -13. 0. 0.; 12 -13. 12. 0.; 13 -13. 0.:12.
8. 14 -13. 12. 12.; 15 -5.2 0. 16.5; 16 -5.2 12. 16.5; 17 -13". 22.9 12.
9. 18 -5.2 22.9 16.5; 19 13. 12. 6.5; 20 -13. 12. 6.5; 21 13. 23. 6.5
10. 22 0. 27.333 6.5; 23 -13. 23. 6.5; 24 0. 23. 6:5; 25 5.2 12. 12.
11. 26 5.2 12. 0.; 27 -5.2 12. 12.; 28 -5.2 12. 0.; 30 17. 21.667 13.692
12. 31 0.'21.667 23.843; 32 -17. 21.667.13.692; 33 13. 23. 12.
13. 34 0. 23. 19.5; 35 -13. 23. 12.
14. MEMBER INCIDENCES
15. 1 1 2; 2 3 4; 3 5 6;.4 4 7; 5 6 8; 6 4 6; ' 7 6 9; 8 7 8; 9 8 10; 10 11 12
16. 11 13 14; 12 15 16; 13 14 17; 14 16 18; 15 14 16; 16 16 9; 17 17 18
17. 18 18 10; 19 2 19; 20 19 4; 21 12 20; 22 20 14;.23 19 21; 24 33 22
18. 25 35 22; 26 20 23; 27 34 22; 28 21 24; 29 23 24; 30 22 24; 31 6 25
19. 32 25 26; 33 16 27; 34 27 28; 35 12 28; 36 28 26; 37 26 2;'38 14 27
20. 39 27 25; 40 25 4; 45 7 21; 46 17 23; 47 33 30; 48 34 31; 49 35 32
21. 50 7 33; 51 10 34; 52 17 35
22. UNIT INCHES KIP
23. MEMBER PROPERTY AMERICAN
24. *STEEL SECTIONS
25. 1 2 10 11 TABLE ST W12X65
26. 3 TO 9 12 TO 18 TABLE ST TUB60604
27. 19 TO 22 TABLE ST W14X30.
28. 31 TO 34 TABLE ST W8X28
29. 35 TO 40 TABLE ST W14X30
30. *GLU-LAMS
31. 28 29 PRI YD 18. ZD 5.125
12. 24 25 27 47 TO 49 PRI YD 18. ZD 5.125
33. *SAWN LUMBER
34. 23 26 30 PRI YD 5.5 ZD 5.5
35. 45.46 PRI YD 3. ZD 5.5
36. *DUMMY MEMBER
37. 50 TO 52 PRI YD 5.5 ZD 5.5
38. MEMBER RELEASE
39. 6 15 23 26 28 TO 34 45 46 START MY MZ
40. 23 TO 27 30 TO 3445 46 50 TO 52 END MY MZ
41. UNIT FEET KIP
WEIBEL RESIDENCE MOMENT FRAME
42. CONSTANTS
43. BETA 90. MEMB 1 2 10 11
44. BETA 30. MEMB 3 TO 5
45. BETA 60. MEMB 12 TO 14
46. E STEEL MEMB 1 TO 22 31 TO 40
47. POISSON STEEL MEMB 1 TO 22 34 TO 40
48: DENSITY STEEL MEMB 1 TO 22 34 TO 40
49. UNIT INCHES KIP
50. CONSTANTS
51. E 1600. MEMB 23.26 30 45 46
52. E 1800. MEMB 24 25 27 TO 29 47 TO 52
53. UNIT FEET POUND
54. CONSTANTS
55. DENSITY 40. MEMB 23 TO 30 45 TO 52
56. SUPPORTS
57. 1 3 5 11 13 15 PINNED
58. LOAD 1 DEAD LOADS
59. SELFWEIGHT Y -1.
60. JOINT LOAD
61. *RIDGE BEAM REACTION
62. 22 FY -1540.
63. MEMBER LOAD
64. 24 25 27 TRAP Y 0. -71.5 0. 0.
65. *176 PLF ROOF
66. 8 9 17 18 UNI Y -176.
67. *242 PLF ROOF + 165 PLF WALL + 48 PLF FLOOR
68. 19 TO 22 UNI Y -456.
69. *WALL LOAD
. 70. 6 7 15 16 UNI Y-165.
71. *FLOOR LOADS
72. 32 34 UNI Y -108.
73. 31'33 TRAP Y 0.1-108. 0. 0.
74. *ROOF LOAD AT OVERHANG
75. 47 TO 49 TRAP Y -44. 0. 0. 0.
76. LOAD 2 -FLOOR LIVE LOADS
77. MEMBER LOAD
78. 32 34 UNI Y -360.
79. 19 TO 22 UNI Y -160.
80. 31 33 TRAP Y 0. -360. 0. 0.
81. LOAD 3 ROOF LIVE LOADS
82. JOINT LOAD
83. *RIDGE BEAM REACTION
84. 22 FY -1120. J
85. MEMBER LOAD
86. 24 25 27 TRAP Y 0. -52. 0. 0.
87. 8 9 17 18 UNI Y -128.
88. 19'TO 22 UNI Y -176.
89. *ROOF LOAD AT OVERHANG
90. 47 TO 49 TRAP Y -32. 0. 0. 0.
91. LOAD 4 EAST -WEST WIND LOADS
92. JOINT LOAD
93. *2ND LEVEL LOADS
94. 10 FX 463.
95. 17 FX 1204.
96. *1ST LEVEL LOADS
97. 9 FX 905.
-- PAGE NO. 5
User ID: R.C.E.
WEIBEL RESIDENCE MOMENT FRAME
98. 14 FX 2353.
99..12 FX 3379.
100. LOAD 5 NORTH -SOUTH WIND
101. JOINT LOAD
102. *LATERAL LOADS FROM SHEAR WALLS ABOVE
103. 2 FZ 2882.
104. 12 FZ 4049.
105. *OVERTURNING LOADS FROM SHEAR WALLS ABOVE
106. 2 FY 2882.
107. 4 FY -2882.
108. 12 FY 4049.
109. 14 FY -4049.
110. *LOADS FROM•FLOOR DIAPHRAGM
111. 2 FZ 6155.
112. 12 FZ 6759.
113. LOAD 6 EAST -WEST SEISMIC
114. JOINT LOAD
115. *2ND LEVEL LOADS
116. 10 FX 698.
117. 17 FX 1816.
118. *1ST LEVEL LOADS
119. 9 FX 473.
120. 14 FX 1230.
121. 12 FX 1515.
122. LOAD 7 NORTH -SOUTH SEISMIC
123. JOINT LOAD
124. *LATERAL LOADS FROM SHEAR WALLS ABOVE
125. 2 FZ 3185.
126. 12 FZ 3995.
127. *OVERTURNING LOADS FROM SHEAR WALLS ABOVE
128.2 FY 3185.
129. 4 FY -3185.
130. 12 FY 3995.
131. 14 FY -3995.
132. *LOADS FROM FLOOR DIAPHRAGM
133. 2 FZ 2823.
134. 12 FZ 3060.
135. *LATERAL LOAD FROM MASONRY FIREPLACE
136. *(18SQ FT * 150 PCF * 17' *ZIC/R)/2-
137. 26 28 FZ 3156.
138. LOAD COMB 8 D + FL + RL
139. 1 1. 2 1. 3 1.
140. LOAD COMB 9 D + FL + E -W WIND
141. 1 1. 2 1. 4.1.'
142. LOAD COMB 10 D + FL - E -W WIND
143. 1 1. 2 1. 4 -1.
144. LOAD COMB 11 D + FL + N -S WIND
145. 1 1. 2 1. 5 1.
146. LOAD COMB 12 D + FL - N -S WIND
147. 1 1. 2 1. 5 -1.
148. LOAD COMB 13 D + FL + E -W SEISMIC
149. 1 1. 2 1. 6 1.
150. LOAD COMB 14 D + FL - E -W SEISMIC
151. 1 1. 2 1. 6 -1.
152. LOAD COMB 15 D + FL + N -S SEISMIC
153. 1 1. 2 1. 7 1.
PAGE NO. �3' /(/
User ID: R.C.E.
WEIBEL RESIDENCE MOMENT FRAME
154.
LOAD COMB 16
D + FL - N -S SEISMIC
155,
1 1. 2 1. 7 -1.
156.
LOAD COMB 17
.67D + E -W WIND
157.
1 0.667 4 1.
158.
LOAD COMB 18
.67D - E -W WIND
159.
1 0.667 4 -1.
160.
LOAD COMB 19
.67D + N -S WIND
161.
1 0.667 5 1.
162.
LOAD COMB 20
.67D - N -S WIND
163.
1 0.667 5 -1.
164.
LOAD_ COMB 21
.85D + E -W SEISMIC
165.
1 0.85 6 1.
166.
LOAD.COMB 22
.851) - E -W SEISMIC
167.
1 0.85 6 -1.
168.
LOAD COMB 23
.85D + N -S SEISMIC
169.
1 0.85 7 1.
170.
LOAD COMB 24
.85D - N -S SEISMIC
171.
1 0.85 7 -1.
172.
LOAD COMB 25
COLUMN AXIAL COMPRESSION
173.
1 1. 2 0.7 3
0.7 6 2.25 7 0.625
174.
LOAD COMB 26
COLUMN AXIAL COMPRESSION
175.
1 1. 2 0.7 3
0.7 6 2.25 7 -0.625
176.
LOAD COMB 27
COLUMN AXIAL COMPRESSION
177.
1 1. 2 0.7 3
0.7 6 -2.25 7 0.625
178.
'LOAD COMB 28
COLUMN AXIAL COMPRESSION
179.
1 1. 2 0.7 3
0.7 6 -2.25 7 -0.625
180.
LOAD COMB 29
COLUMN AXIAL COMPRESSION
181.
1 1. 2 0.7 3
0.7 6 0.625 7 2.25
182.
LOAD COMB 30
COLUMN AXIAL COMPRESSION
183.
1 1. 2 0.7 3
0.7 6 -0.625 7 2.25
184.
LOAD COMB 31
COLUMN AXIAL COMPRESSION
185.
1 1. 2 0.7 3
0.7 6 0.625 7 -2.25
186.
LOAD COMB 32
COLUMN AXIAL COMPRESSION
187.
1 1. 2 0.7 3
0.7 6 -0.625 7 -2.25
188.
LOAD COMB 33
COLUMN AXIAL TENSION
189.
1 0.85 6 2.25
190.
LOAD COMB 34
COLUMN AXIAL TENSION
191.
1 0.85 6 -2.25
192.
LOAD COMB 35
COLUMN AXIAL TENSION
193.
1 0.85 6 2.25
194.
LOAD COMB 36
COLUMN AXIAL TENSION
195.
1 0.85 7 -2.25
196.
PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S
-----------------------------------
- - PAGE NO.
User ID: R.C.E.
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 34/ 48/ 6
ORIGINAL/FINAL BAND -WIDTH = 2S/ 9
TOTAL PRIMARY LOAD CASES = 7, TOTAL DEGREES OF FREEDOM = 186
SIZE OF STIFFNESS MATRIX = 10602 DOUBLE PREC. WORDS
REQRD/AVAIL. DISK SPACE = 12.28/ 233.4 MB, EXMEM = 59.17 MB
++ PROCESSING ELEMENT STIFFNESS MATRIX. 6: 9:58
WEIBEL RESIDENCE MOMENT FRAME
++ PROCESSING GLOBAL STIFFNESS MATRIX.
++ PROCESSING TRIANGULAR FACTORIZATION.
-- PAGE NO. 'b
User ID: R.C.E.
6: 9:58
6: 9:58
***WARNING - IMPROPER LOAD WILL CAUSE INSTABILITY AT JOINT 23
DIRECTION = FX PROBABLE CAUSE MODELING PROBLEM 0.000E+00
***WARNING - IMPROPER LOAD WILL CAUSE INSTABILITY AT JOINT 23
DIRECTION = MX PROBABLE CAUSE MODELING PROBLEM 0.000E+00
++ CALCULATING JOINT DISPLACEMENTS. 6: 9:58
++ CALCULATING MEMBER FORCES. 6: 9:59
197. PLOT SECTION FILE
198. LOAD LIST 1 2 3 8
199. UNIT INCHES KIP
200. PARAMETER
201. CODE AISC
202. FYLD 42. MEMB 3 TO 9 12 TO 18
203. FYLD 36. MEMB 1 2 10 11 19 TO 22 31 TO 40
204. RATIO 1. MEMB 1 TO 22 31 TO 40
205. BEAM 1. MEMB 1 TO 22 31 TO 40
206. CHECK CODE MEMB 1 TO 22 31 TO 40
WEIBEL RESIDENCE MOMENT FRAME -- PAGE NO. 'el
User ID: R.C.E.
STAAD-III CODE CHECKING - (AISC)
+++++++++++++++++++++++
ALL UNITS ARE -
KIP
INCH (UNLESS
OTHERWISE NOTED)
MEMBER
TABLE
RESULT/
CRITICAL COND/
RATIO/
LOADING/
-----------------------------------------------------------------------
-----------------------------------------------------------------------
FX
MY
MZ
LOCATION
1
ST
W12
X65
PASS
AISC- H1-3
0.272
8
10.44 C
.138.04
138.85
144.00
2
ST
W12
X65
PASS
AISC- H1-3
0.255
8
14.19 C
133.55
-93.31
144.00
3
ST
TUB
60604
PASS
AISC- H1-3
0.087
8
6.64 C
4.18
-2.38
144.00
4
-ST
TUB
60604
. PASS
AISC- H1-3
0.316
8
2.55 C
37.00
37.77
0.00
5
ST
TUB
60604
PASS
AISC- H1-3
0.207
8
3.97 C
-17.41
26.28
130.80
6
ST
TUB
60604
PASS
AISC- H1-3
0.087
1.
0.42 C
1.18
-20.00
10.8.06
7
ST
TUB
60604
PASS
AISC- H1-3
0.150
8
0.31 C
-6.44
31.10
0.00
8
ST
TUB
60604
PASS
AISC- H1-3
0.179
8
0.15 C
7.20
-38.08
108.06
9
ST
TUB
60604.
PASS
AISC- H1-3
0.267
8
0.48 C
-2.73
64.36
0.00
10
ST
W12
X65
PASS
AISC- H1-3
0.273
8
10.51 C
-138.09
138.96
144.00
11
ST
W12
X65
PASS
AISC- H1-3
0.256
8
14.26 C
:-133.75
-93.26
144.00
12
ST
TUB
60604
PASS
AISC- H1-3
0.087
8
6.63 C
2.63
-4.13
144.00
13
ST
TUB
60604
PASS
AISC- H1-3
0.318
8
2.55 C
-38.04
-37.04
0.00
14
ST
TUB
60604
PASS
AISC- H1-3
0.206
8
3.97.0
-26.13
17.43
130.80
15
ST
TUB
60604
PASS
AISC- H1-3
0.087
1
0.42 C
-1.17
-20.13
108.06
16
ST
TUB
60604
PASS
AISC- H1-3
0.149
8
0.31 C
6.41
30.89
0.00
17
ST
TUB
60604
PASS
AISC- H1-3
0.179
8
0.15 C
-7.19
-38.15
108.06
18
ST
TUB
60604
PASS
AISC- H1-3
0.267
8
0.48 C
2.74
64.27
0.00
19
ST
W14
X30
PASS
AISC- H1-3
0.164
8
0.94 C
-0.80
153.32
78.00
20
ST
W14
X30
PASS
AISC- H1-3
0.164
8
0.94 C
0.80
-153.32
0.00
21
ST
W14
X30
PASS
AISC- H1-3
0.164
8
0.94 C
0.80
153.34
78.00
WEIBEL RESIDENCE MOMENT FRAME
PAGE NO. Z p
User ID: R.C.E..
ALL UNITS ARE -
KIP
INCH (UNLESS
OTHERWISE NOTED)
MEMBER
TABLE
RESULT/ CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
22
ST
W14
X30
PASS
AISC- H1-3
0:164
8
0.94 C
-0.80
-153.34
0.00
31
ST
W8X
28
PASS
SHEAR -Y
0.021
8
0.01 C"
0.00
-7.36
31.50
32
ST
W8X
28
PASS
AISC- H1-3
0.193
8
0.03 C
0.00
-101.09
72.00
33
ST
W8X
28
PASS
SHEAR -Y
0.021
8
0.01 Ci
0.00
-7.36
31.50
34
ST
W8X
28PASS
AISC- H1-3
0.204
8
0.03 C
0.00
-107.14
72.00
35
ST
W14
X30
PASS
AISC- H1-3
0.189
8
0.93 C:
-0.77
161.37
93.60
36
ST
W14
X30
PASS
AISC- H1-3
0.210
8
-
0.93 C*
0.78
-163.61
41.60
37
ST
W14
X30
PASS
AISC- H1-3
0.182
8
0.93 C
0.78
-155.09
0.00
38
ST
W14
X30
PASS
AISC- H2-1
0.216
8
0.17 T
1.54
186.76
0.00
39
ST
W14
X30
PASS
AISC= H2-1
0.220
8
0.17 T
0.22
-180.65
41.60
40
ST
W14
X30
PASS
AISC- H2=1
0.216
8
0.17 T
-1.57
-186.30
93.60
**************
END
OF TABULATED
RESULT OF DESIGN
**************
207. LOAD LIST 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
208. PARAMETER
209. CODE AISC
210: FYLD 42. MEMB 3 TO 9 12 TO 18
211. FYLD 36. MEMB 1 2 10 11 19 TO 22 31 TO 40
212. RATIO 1.33 MEMB 1 TO 22 31 TO 40
213. BEAM 1. MEMB 1 TO 22 31 TO 40
214: CHECK CODE MEMB 1 TO 22 31 TO 40
WEIBEL RESIDENCE MOMENT FRAME
STAAD-III CODE CHECKING - (AISC)
-- PAGE NO. .1 7,1
User ID: R.C.E.
ALL UNITS ARE -
KIP
INCH (UNLESS
OTHERWISE NOTED)
MEMBER
TABLE
RESULT/
CRITICAL GOND/
RATIO/.
LOADING/
------------------------------------------------------------------------
-----------------------------------------------------------------------
FX
MY
MZ
LOCATION
1
ST
W12
X65
PASS
AISC- H1-3
0.596
16
21.03 C
140.99
744.69
144.00
2
ST
W12
X65
PASS
AISC- H1-3
0.606
9
14:63 C
426.11
-43.67
144.00
3
ST
TUB
60604
PASS
AISC- H1-3
0.327
9
5.51 C
18.04
52.35
144.00
4
ST
TUB
60604
: PASS
AISC- H1-3
0.538
13
2.59 C
70.16
60.99
0.00
5
ST
TUB
60604
a PASS
AISC- H1-3
0.309
13
2.19 C
-6.96
66.83
130.80
6
ST
TUB
60604
. PASS
AISC- H2-1
0.369
15
3.59 T
-39.52
-47.91
108.06
7
ST
TUB
60604
PASS
AISC- H1-3
0.338
9
0.71 C
-4.55
80.03
0.00
8
ST
TUB
60604
PASS
AISC- H1-3
0.250
13
0.29 C
8.67
54.23
0.00
9
ST
TUB
60604
PASS
AISC- H1-3
0.244
13
1.19 C
-0.79
58.90
0.00
10
ST
W12
X65
PASS
AISC- H1-3
0.648
12
23.48 C
-133.15
859.85
144.00
11
ST
W12
X65
PASS
AISC- H1-3
0.649
1 11
26.05 C
-138.54
-833.85
144.00
12
ST
TUB
60604
:PASS
AISC- H1-3
0.326
10
5.63 C
-51.98
-17.92
144.00
13
ST
TUB
60604
PASS
AISC- H1-3
0.546
14
2.21 C
-60.76
-73.36
0.00
14
ST
TUB
60604.
PASS
AISC- H1-3
0.332
14
2.38 C
-69.79
9.39
130.80
15
ST
TUB
60604
PASS
AISC- H2-1
0.381
15
3.58 T
40.92
-49.60
108.06
16
ST
TUB
60604'
PASS
AISC-'H1-3
0.339
10
0.72 C
1 4.86
79.90
0.00
17
ST
TUB
60604
PASS
AISC- H2-1
0.248
14
0.64 T
-9.06
52.86
0.00
18
ST
TUB
60604
PASS
AISC- H1-3
0.265
14
0.30 C
1.04
65.74
0.00
19
ST
W14
X30
PASS
AISC- H2-1
0.840
16
1.07 T
-13.95
744.70
0.00
20
ST
W14
X30
PASS
AISC- H1-3
0.821
15
2.42 C
10.98
-735.67
66.00
21
ST
W14
X30
PASS
AISC- H2-1
0.904
12
4.80 T
-2.87
859.84
0.00
WEIBEL RESIDENCE MOMENT FRAME
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)
-- PAGE NO.. p Z7,
User ID: R.C.E.
MEMBER_
TABLE
RESULT/
CRITICAL COND/
RATIO/
LOADING/
-----------------------------------------------------------------------
-----------------------------------------------------------------------
FX
MY
MZ
LOCATION
22
ST
W14•X30
PASS
AISC- H1-3•
0.920
11
6.15 C
5.65
-846.66
66.00
31
ST
W8X
28
PASS
AISC- H1-3
0.030
15
2.73 C
0.00
-7.36
31.50
32
ST
W8X
28
PASS
AISC- H1-3
0.217
15
2.95 C
0.00
=101.09
72.00
33
ST
W8X
2.8
PASS
AISC- H1-3
0.030
15
2.77 C
0.00
-7.36
31.50
34
ST
W8X
28
PASS
AISC- H1-3
0.229
15
2.98 C
0.00
-107.14
72.00
35
ST
W14
X30
PASS
AISC- H2-1
0.484
10
0.75 T
-7.16
394.68
0.00
36
ST
W14
X30
PASS
AISC- H1-3
0.342
9
2.63 C
-0.38
-264.16
0.00
37
ST
W14
X30
PASS
AISC- H1-3
0.495
9
2.63 C
6.87
-394.12
93.60
38
ST
W14
X30
PASS
AISC- H2-1
0.567
14
0.48 T
-8.82
461.85
0.00'
39
ST
W14
X30
PASS
AISC- H1-3
0.382
9
1.35 C
0.09
-306.42
0.00
40
ST
W14
X30
PASS
AISC- H1-3
0.569
13
0.81 C
8.82
-460.82
93.60
************** END OF TABULATED RESULT OF DESIGN **************
215. LOAD LIST 25 26 27 28 29 30 31 32 33 34 35 36
216. PARAMETER
217. CODE AISC
218. FYLD 42. MEMB 3 TO 9 12 TO 18
219. FYLD 36. MEMB 1 2 10 11 19 TO 22 37. TO 40
220. RATIO 1.33 MEMB 1 TO 22 31 TO 40
221.:BEAM 1. MEMB'l TO 22 31 TO 40
222. CHECK CODE MEMB 1 TO 3 10 TO 12
WEIBEL RESIDENCE MOMENT FRAME
-- PAGE NO. X23
User ID: R.C.E.
STAAD-III
CODE CHECKING -
(AISC)
ALL UNITS ARE - KIP
INCH (UNLESS
OTHERWISE NOTED)
MEMBER
TABLE
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
1
ST W12 X65,.
PASS
AISC- H1-3
1.126
31
37.14 C
204.60
1587.23•
144.00
2
ST. W12 X65
PASS
AISC- H1-3
1.156
29'
40.07 C
256.54
-1494.99
144.00
3
ST TUB 60604
PASS
AISC- H1-3
0.619
30
7.37 C
72.86
-67.47
144.00
10
ST' W12 X65
PASS
AISC- H1-3
1.198
32
41.20 C
-191.63
1748.07
144.00
11
ST' W12 X65
PASS
AISC- H1-3
1.237
30
43.93 C
-249.97
-1658.70
144.00
12
ST TUB 60604
PASS
AISC- H1-3
0.654
29
7.23�C
75:90
-73.84
144.00
END
OF TABULATED
RESULT OF DESIGN
**************
223.
LOAD LIST 1 2
3 8
224.
PARAMETER
225.
CODE TIMBER
226.
BEAM 1. MEMB 24
25 27 TO 29
47 TO 49
221.
GLULAM 1:24F-V4-DF/DF MEMB
24 25 27 TO 29 47
TO 49
228.
LZ 2:4. MEMB 24
25 27 TO 29
229.
CHECK CODE MEMB 24 25 27 TO 29 47 TO 49
WEIBEL RESIDENCE MOMENT FRAME
STAAD-III CODE CHECKING - (AITC)
+++++++++++++++++++++++
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)
-- PAGE NO. ;x.L�
User ID: R.C.E.
MEMBER TABLE RESULT/ , CRITICAL COND/ .' RATIO/ LOADING/
FX MY MZ LOCATION
-----------------------------------------------------------------------
-----------------------------------------------------------------------
24 PR 5.125X18.000 PASS TCM:CL. 5-18 0.062 8
0.77 C 0.00 26.12 103.3597
--------------------------------------------------------------------------�
MEMB- 24 GLULAM GRADE:24F-V4-DF/DF LAM.=1.500 UNITS: POUND -INCH
LZ= 24.00 LY=177.19 LUZ=177.19 LUY=177.19 JZ =0.000 JY =1.000 CDT=1.000
CSF=1.00 WET=0.0 CCR=1.00 CTM=1:00 CFZ=0.96 CFY=1.00 CLZ=0.990 CLY=1.000
ACTUAL STRESSES: fa= 8.33,fbz= 94.39,fby= 0.0l,fvz= 12.26,fvy= 0.00
ALLOW. STRESSES: FA= 401.57,FBZ=2302.60,FBY=1500.00,FVZ=165.00,FVY=145.00
--------------------------------------------------------------------------�
25 PR 5.125X18.000 PASS TCM:CL. 5-18 0.062 8
0.77 C 0.00 26.12 103.3597
--------------------------------------------------------------------------�
MEMB- 25 GLULAM GRADE:24F-V4-DF/DF LAM.=1.500 UNITS:. POUND -INCH
LZ= 24.00 LY=177.19 LUZ=177.19 LUY=177.19 JZ =0.000 JY =1.000 CDT=1.000
CSF=1.00 WET=0.0 CCR=1.00 CTM=1.00 CFZ=0.96 CFY=1.00 CLZ=0.990 CLY=1.000
JACTUAL.STRESSES: fa= 8.33,fbz= 94.39,fby= 0.0l,fvz= 12.26,fvy= 0.00
ALLOW, STRESSES: FA= 401.57,FBZ=2302.60,FBY=1500.00,FVZ=165.00,FVY=145.00
----------------------------------------------------------------------- --�
27 PR 5..125X18.000 PASS TCM:CL. 5-42 0.044 8
•0.93 T 0.00 22.09 95.9217
--------------------------------------------------------------------------
MEMB- 27 GLULAM GRADE':24F-V4-DF/DF LAM.=1.500 UNITS: POUND -INCH
LZ= 24.00 LY=164.44 LUZ=164.44 LUY=164.44 JZ =0.000 JY =1.000 CDT=1.000
CSF=1.00 WET=0.0 CCR=1.00 CTM=1.00 CFZ=0.96 CFY=1.00 CLZ=0.991 CLY=1.000
ACTUAL STRESSES: fa= 10.07,fbz= 79.82,fby= 0.00,fvz= 11.27,fvy= 0.00
ALLOW. STRESSES: FA=1150.00,FBZ=2304.34,FBY=1500.00,FVZ=165.00,FVY=145.00
-----------------------------------------------------------------
J
WEIBEL RESIDENCE MOMENT FRAME
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)
-- PAGE NO. 3YZ7
User ID: R.C.E.
.MEMBER TABLE RESULT/ CRITICAL GOND/ RATIO/ LOADING/
FX MY MZ LOCATION
-
------------------------------------------------------------------------
---------------------------------------------------------------------
28 PR 5.125X18.000 PASS TCM:CL. 5-40 0.624 8
0.00 0.00 392.88 156.0000
--------------------------------------------------------------------------�
MEMB- 28 GLULAM GRA1)E:24F-V4-DF/DF LAM.=1.500 UNITS: POUND -INCH
LZ= 24.00 LY=156.00 LUZ=156.00 LUY=156.00 JZ =0.000 JY =1.000 CDT=1.000
CSF=1.00 WET=0.0 CCR=1.00 CTM=1.00 CFZ=0.96 CFY=1.00 CLZ=0.992 CLY=1.000
ACTUAL STRESSES: fa= 0.00,fbz=1419.62,fby= 0.00,fvz= 43.66,fvy= 0.00
ALLOW. STRESSES: FA=1150.00,FBZ=2294.28,FBY=1500.00,FVZ=165.00,FVY=145.00
j--------------------------------------------------------------------------�
29 PR 5.125X18.000 PASS TCM:CL. 5-18 0.619 8
0.00 0.00 392.88 156.0000
--------------------------------------------------------------------------�
MEMB- 29 GLULAM GRADE:24F7V4-DF/DF LAM.=1.500 UNITS: POUND -INCH
LZ= 24.00 LY=156.00 LUZ=156.00 LUY=156.00 JZ =0.000 JY =1.000 CDT=1.000
CSF=1.00 WET=0.0 CCR=1.00 CTM=1.00 CFZ=0.96 CFY=1.00 CLZ=0.992 CLY=1.000
ACTUAL STRESSES: fa= 0.00,'fbz=1419.62,fby 0.00,fvz= 43.66,fvy= 0.00
ALLOW. STRESSES: FA=1150.00,FBZ=2294.28,FBY=1500.00,FVZ=165.00,FVY=145.00
'I--------------------------------------------------------------------------�
47 PR 5.125X18.000 PASS TCM:CL. S-42 0.010 8
0.03 T 0.00 6.17 0.0000
--------------------------------------------------------------------- - - - - -
�
MEMB- 47 GLULAM GRADE:24F-V4-DF/DF LAM.=1.500 UNITS': POUND -INCH'
LZ= 54.52 LY= 54.52 LUZ= 54.52 LUY= 54.52 JZ =0.000 JY =0.000 CDT=1.000
CSF=1.00 WET=0.0 CCR=1.00 CTM=1.00 CFZ=0.96 CFY=1.00 CLZ=1.000 CLY=1.000
ACTUAL STRESSES: fa= 0.37,fbz= 22.29,fby= 0.00,fvz= 4.62,fvy= 0.00
ALLOW. STRESSES: FA=1150.00,FBZ=2294.65,FBY=1500.00,FVZ=165.00,FVY=145.00
--------------------------------------------------------------------------
�
✓,
WEIBEL RESIDENCE MOMENT FRAME
-- PAGE NO. ;-"z
User ID: R.C.E.
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL GOND/ RATIO/ LOADING/
FX MY MZ LOCATION
-----------------
48 PR 5.125X18.000 PASS TCM:CL. 5-42 0.010 8
0.03 T 0.00 6.17 0.0000
-----------------------------------------------------------------------••--�
MEMB- 48 GLULAM GRADE:24F-V4-DF/DF LAM.=1.500 UNITS: POUND -INCH /
LZ= 54.52 LY= 54.52 LUZ= 54.52 LUY= 54.52 JZ =0.000 JY =0.000 CDT=1.000
CSF=1.00 WET=0.0 CCR=1.00 CTM=1..00 CFZ=0.96 CFY=1.00 CLZ=1.000 CLY=1.000
ACTUAL STRESSES: fa= 0.37,fbz= 22.29,fby= 0.00,fvz= 4.62,fvy= 0.00
ALLOW. STRESSES: FA=1150.00,FBZ=2294.65,FBY=1500.00,FVZ=165.00,FVY=145.00
--------------------------------------------------------------------------�
49 PR 5.125X18.000 PASS TCM:CL. 5-42" 0.010 8
0.03 T 0.00 6.17 0.0000
--------------------------------------------------------------------------�
MEMB- 49 GLULAM GRADE:24F-V4-DF/DF LAM.=1.500 UNITS: POUND -INCH
LZ= 54.52 LY= 54.52 LUZ= 54.52 LUY= 54.52 JZ =0.000 JY =0:000 CDT=1.000
CSF=1.00 WET=0.0 CCR=1.00 CTM=I.00 CFZ=0.96 CFY=1.00CLZ=1.000 CLY=1.000
ACTUAL STRESSES: fa= 0.37,fbz= 22.29,fby= 0.00,fvz= 4.62,fvy= 0.00
ALLOW. STRESSES: FA=1150.00,FBZ=2294.65,FBY=1500.00,FVZ=165.00,FVY=145.00
--------------------------------------------------------------------------�
230. FINISH
+++++++++++++++ END OF STAAD-III +++++++++++++++
**** DATE= SEP 6,1995 TIME= 6:11: 8 ****
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
* For questions on STAAD-III/ISDS, contact:
* RESEARCH ENGINEERS, Inc at
* Ph: (714) 974-2500 Fax: (714) 921-2543
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670.23
STEEL DESIGN PEP FOP MEM9EP• 22 AISC-89
2P
X 5, Vt.— B 2
L 66.OP tM Bet.• P
STPESSES (XIP. INCH)
VLD• 36.00 FA• 1B.83
FCZ- 23.76 FT2. 23.76
FCv•.27.00 FTv• 27.00
FT• 21.60= FV• 14.40
DESIGN SUMMAPV- KIP,INCM
P-11 PASS '
Cflticet ConO2tl01 • AISC- H,-3
Pe110 0.92
FX 4.15C
nv 5.65
• MZ -846.66
Logia
Locellon 66.00
Ab0 ner H191 Low
MCYlmum Fo,ce/Moment Summery, U—S (INC.XIP)
A-1 Sneer V Sneer• 2 MOmenl V Moment 2
vele
L Deet ton•
Loealn9•
S T A A 0 P L 0 U E P V (QEV 20.01 OATS. SEP 6. 1995
—lE VE 19El PESIPENL6 .—T I—E `
6.t5
15.38 0
C7 5.65
846.66 '
66.00
66.00 66
to 66.00
66.00
S T A A 0 P L 0 U E P V (QEV 20.01 OATS. SEP 6. 1995
—lE VE 19El PESIPENL6 .—T I—E `
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WEIBEL
RESIDENCE MOMENT FRAME
--
PAGE NO. X 3
User
ID: R.C.E.
REPORT:
LIST SUPPORT
REACTIONS.,
SUPPORT
-----------------
REACTIONS -UNIT KIP INCH
STRUCTURE
TYPE
= SPACE
JOINT LOAD
FORCE -X
FORCE -Y FORCE
-Z
MOM -X
MOM -Y
MOM Z
1
1 -0.31
5.75
0.58
0.00
0.00
0.00
2 -0.65
3.09
0.11
0.00
0.00
0.00
3 0.00
1.60
0.27
0.00
0.00
0.00
4 -1.78
1.80
0.11
0.00
0.00
0.00
5 0.03
-11_80
-4.45
0.00
0.00
0.00
6 -0.98
1.12
0.14
0.00
0.00
0.00
7 0.02
-12.18
-4.48
0.00
0.00
0.00
3
1 -0.26
8.23
-0.41
0.00
0.00
0.00
2 -0.70
3.75
-0.10
0.00
0.00
0.00
3 0.03
2.21
-0.14
0.00
0.00
0.00
4 -2.00
2.65
0.21
0.00
0.00
0.00
5 -0.03
11.23
-4.43
0.00
0.00
0.00
6 -1.61
2.56
0.27
0.00
0.00
0.00
7 -0.02
11.59
-4.43
0.00
0.00
0.00
5
1 0.00
5.01
-0.01
0.00
0.00
0.00
2 0.00
0.20
-0.01
0.00
0.00
0.00
3 0.00
1.42
-0.02
0.00
0.00
0.00
4 -0.37
0.30
0.09
0.00
0.00
0.00
5 0.03
0.57
-0.19
0.00
0.00
0.00
6 -0.29
0.19
0..07
0.00
0.00
0.00
7 -0.01
0.60
-0.27
0.00
0.00
0.00
11
1 0.31
5.82
0.58
0.00
0.00.
0.00
2 0.65
3.09
0.11
0.00
0.00
0.00
3 0.00
1.60
0.27
0.00
0.00
0.00
4 -1.78
-1.85
-0.11
0.00
0.00.
0.00
5 0.03
-14.56
-5.28
0.00
.0.00
0.00
6 -0.98
-1.19
-0..15
0.00
0.00
0.00
7 0.02
-13.93
-4.97
0.00
0.00
0.00
13
1 0.26
8.29
-0.41
0.00
0.00
0.00
2 0.70
3.75
-0.10
0.00
0.00
0.00
3 -0:03
2.21
-0.14
0.00
0.00
0.00
4 -2.00
-2.48
-0:20
0.00
0.00
0.00
5 0.00
14.00
-5.28
0.00
0.00
0.00
6 -1.60
-2.31
-0.26
0.00
0.00
0.00
7 0.00
13.34
-4.94
0.00
0.00
0.00
15
1 0.00
5.01
-0.01
0.00
0.00
0.00
2 0.00
0.20
-0.01
0.00
0.00
0.00
3 0.00
1.42
-0.02
0.00
0.00
0.00 '
4 -0.37
-0.42
-0.09
0.00
0.00
0.00
5 -0.07
0.55
-0.22.
0.00
0.00
0.00
6 -0.28
-0.37
-0.07
0.00
0.00
0.00
7 -0.01
0.59
-0.28
0.00
0.00
0.00
SPREAD FOOTING DESIGN
Charles Roberts, P.E. Chico, California
Date: 9-12-1995
Project: WEIBEL RES.
Footing Location: JOINT.1
Comment :
MATERIAL PROPERTIES
n
Ultimate.concrete compressive strength, f"c is 2.00 ksi
Steel yield strength, Fy is 40.00 ksi
Concrete is Hardrock with a"unit weight of 150.00.pcf
Concrete weight for soil bearing is 50.00 pcf
Max. soil bearing is -1.50 ksf (3311 short term increase allowed)
LOAD.CASES CONSIDERED ARE:
1.4DL + 1.7LL
1 .4 (DL + LL + EQ)
.75(1.4DL + 1.7LL + 1.7W)
.9DL - 1.3W
.75(1.4DL + 1.7LL + 1.87EQ)
.9DL - 1.4EQ
UNFACTORED INPUT LOADS
P (kips)
DL
5.75
LL:
4.69
EQ.
12.18
WIND
11.80
FOOTING PERAMETERS
M (ft -kips)
0.00
0.00
0.00
0.00
Dimensions are 5.00 Ft. Sq.
Total depth is 24.00 Inches /
Depth "d" is 20.00 Inches
Col size is 12.00,x 12.00 In.
REQUIRED REINFORCEMENT
bottom.long. 0..28 Sq.In.
bottom trans. 0.30 Sq.In.
STRESSES AND SOIL BEARING
Max. punching shear stress is 10.95 psi
Max. beam shear stress is 1.76 psi
Gravity only soil bearing is 0.52 ksf
Gravity+lat. soil bearing is 1.00 ksf
SPREAD FOOTING,DESIGN
Charles Roberts, P.E. Chico, California
Date: 9-12-1995
Project: WEIBEL RES.
Footing Location: JOINT 3
Comment :
MATERIAL PROPERTIES
Ultimate concrete compressive strength, f"c is 2.00 ksi
Steel yield strength, Fy is 40.00 ksi
Concrete is Hardrock with a unit weight of 150.00 pcf
Concrete weight for soil bearing is 50.00 pcf
Max. soil bearing is 1.50 ksf (33o short term.increase allowed)
LOAD CASES CONSIDERED ARE:
1.4DL + 1.:7LL
1.4(DL + LL + EQ)
.75(1.4DL + 1.7LL + 1.7W)
.9DL -.1-3W
.75(1.4DL + 1.7LL + 1.87EQ)
.9DL - i.4EQ
UNFACTORED INPUT LOADS
P (kips) M
(ft -kips)
DL 8.23
0.00
LL 5.96
0.00
EQ 11.59
0.00
WIND 11.23
0.00
FOOTING PERAMETERS
Dimensions are 4.00 Ft. Sq.
Total depth is 24.00 Inches
Depth "d" is 20.00 Inches
Col size is 12.00'x 12.00 In.
REQUIRED REINFORCEMENT
bottom.long. 0.23 Sq.In.
bottom trans. 0.24 Sq.In.
STRESSES AND SOIL BEARING
Max. punching shear stress is 8.87 psi
Max. beam shear stress is 0.00 psi
Gravity only soil bearing is 0.99 ksf
Gravity+lat. soil bearing is 1.71 ksf
J
SPREAD FOOTING DESIGN
Charles Roberts, P.E. Chico, California
Date: 9-12-1995
Project: WEIBEL RES.
Footing Location: JOINT 5
Comment :
MATERIAL PROPERTIES
r,� 4 2
Ultimate concrete compressive strength, f"c is 2.00 ksi
Steel yield strength., Fy is 40.00 ksi
Concrete is Hardrock with a unit weight of 150.00 pcf
Concrete weight for soil bearing is 50.00 pcf
Max. soil bearing is 1.50 ksf (33% short term increase allowed).
LOAD CASES CONSIDERED.ARE:
1.4DL + 1.7LL
1. 4 (DL + LL + EQ)
.75(1.4DL +. 1.7LL + 1.7W)
.9DL - 1.3W
.75(1.4DL + 1.7LL + 1.87EQ)
.9DL - 1.4EQ
UNFACTORED INPUT LOADS
P (kips) M (ft -kips)
DL 5.01 0.00
LL 1.62 0.00
EQ 0.60 0.00
WIND 0.57 0.00
FOOTING PERAMETERS
Dimensions are 2.50 Ft. Sq. /
Total depth is 12.00 Inches i
Depth "d", is 8.00 Inches
Col size is 12.00 x 12.00 In.
REQUIRED REINFORCEMENT
bottom long. 0.06 Sq.In.`
bottom trans. 0.07 Sq.In.
STRESSES AND SOIL BEARING
Max. punching shear stress is 9.60 psi
Max. beam shear stress is .1.41 psi
Gravity only soil bearing is .1.11 ksf
Gravity+lat. soil bearing is 1.21 ksf
SPREAD FOOTING DESIGN P5 L 3
Charles Roberts, P.E. Chico, California
Date: 9-12-1995
Project: WEIBEL RES.
Footing Location: JOINT 11
Comment :
MATERIAL PROPERTIES
Ultimate concrete compressive strength, f"c is 2.00 ksi
Steel yield strength, Fy is 40.00 ks.i
Concrete is.Hardrock with a unit weight of:150.00 pcf
Concrete weight for soil bearing is 50.00 pcf
Max. soil bearing is 1.50 ksf (33o.short -.term increase allowed)
LOAD CASES CONSIDERED ARE:.
1.4DL + 1.7LL
1 .4 (DL + LL + EQ) .
.75(1.4DL + 1.7LL + 1.7W)
.9DL - 1.3W
.75(1.4DL + 1.7LL + 1.87EQ)
.9DL - 1.4EQ
UNFACTORED INPUT LOADS
P (kips) M (ft -kips)
DL 5.82 0.00
LL 4.69 0.00
EQ 13.93 0.00
WIND 14.56 0.00
FOOTING PERAMETERS
Dimensions are 5.00 Ft. Sq.' -,//
Total depth is 30.00 Inches
Depth "d" is 26.00 Inches
Col size is 12.00 x 12.00 In.
REQUIRED REINFORCEMENT
bottom long. 0.23 Sq.'In.
bottom trans. 0.24 Sq.In.
STRESSES AND SOIL BEARING
Max. punching shear stress is 6.61 psi
Max. beam shear stress is. 0.00 psi
Gravity only soil bearing. is 0.55 ksf
Gravity+lat. soil bearing is .1.13 ksf
SPREAD FOOTING DESIGN �� H Z4
Charles Roberts, P.E. Chico, California
bate: 9-12-1995
Project: WEIBEL RES...
Footing Location: JOINT 13
Comment :
MATERIAL PROPERTIES
Ultimate concrete compressive strength, f"c is 2.00 ksi
Steel yield strength, Fy is 40.00 ksi-
Concrete is Hardrock with a unit weight of 150.00 pcf
Concrete weight for soil bearing is 50.00 pcf
Max. soil bearing is 1.50 ksf (33% short term increase allowed)
LOAD CASES CONSIDERED.ARE:
1.4DL + 1.7LL
1.4(DL + LL + EQ)
.75(1_.4DL + 1.7LL + 1.7W)
.9DL - 1.3W
.75(1.4DL + 1.7LL + 1.87EQ).
.9DL - 1.4EQ
UNFACTORED INPUT LOADS
P '(kips) M (ft -kips)
DL 8.29 0.-00
LL 5.96. 0.00
EQ 13.34 0.00
WIND 14.00 0.00
FOOTING PERAMETERS
Dimensions are 4.00 Ft. Sq.
Total depth is 30.00.Inches
Depth "d" is 26.00 Inches
Col size is 12.00 x 12.00 In.
REQUIRED REINFORCEMENT .
bottom long. 0.19 Sq.In.
bottom trans. 0.19 Sq.In.
STRESSES AND SOIL BEARING
Max. punching shear stress is 4.21 psi
Max. beam shear stress is 0.00 psi
Gravity only soil bearing is 1:02 ksf
Gravity+lat. soil bearing is 1.89 ksf
SPREAD FOOTING DESIGN
Charles Roberts, P.E. Chico, California
Date: 9-12-1995
Project: WEIBEL RES.
Footing Location: JOINT 15
Comment .
MATERIAL PROPERTIES
P5 4-5
Ultimate concrete compressive strength, f"c is 2.00 ksi
Steel yield strength, Fy is 40.00.ksi
Concrete is Hardrock with a unit weight of 150.00 pcf
Concrete weight for soil bearing is 50.00 pcf
Max. soil bearing is 1.50 ksf (3:3% short term increase allowed)
LOAD CASES CONSIDERED ARE:
1.4DL + 1.7LL
1.4(DL + LL + EQ)
.75(1.4DL + 1.7LL + 1.7W)
.9DL - 1.3W
.75(1.4DL + 1.7LL + 1.87EQ)
.9DL. - 1.4EQ
UNFACTORED INPUT LOADS
P (kips)
DL
5.01
LL
1.62
EQ
0.59
WIND
0.55
FOOTING PERAMETERS
M (ft -kips),
0.00
0.00
0.00
0.00
STRESSES AND SOIL BEARING
Dimensions are 2.50
Ft. Sq.
Max. punching shear stress is
stress is
9.59
1.40
psi
psi
Total depth is 12.00
Inches
Max. beam shear
Gravity only soil bearing is
1.11
ksf
Depth "d" is 8.00
Inches
Gravity+lat. soil bearing is
1.21
ksf
Col size is 12.00 x
Zinc In.
REQUIRED REINFORCEMENT
bottom long. 0.06 Sq.In.
bottom trans. 0.07 Sq.In.