HomeMy WebLinkAbout069-020-012� ~ '
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IPERMIT.NO. --'-'-------��9�2�0l2 ��~^
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SPECIAL CONDITIONS
CHECKED
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SRA
FLOOD CERTIFICATE REQ.
FIRE SPRINKLERS REQ. ' ^
SPECIAL INSPECTION ITEMS'
-----VERIFY
USE PERK8|TCONDITIONS '
. SUB -STANDARD HOUSING LETTER
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° `'Address
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OFFICE COPY
ELECTRIC' Date
Meter
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SPECIAL CONDITIONS
CHECKED
BY' '
.
-
SRA
FLOOD CERTIFICATE REQ.
FIRE SPRINKLERS REQ. ' ^
SPECIAL INSPECTION ITEMS'
-----VERIFY
USE PERK8|TCONDITIONS '
. SUB -STANDARD HOUSING LETTER
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. L�vY ��--�~ ^` /�
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OFFICE COPY
ELECTRIC' Date
Meter
J=OK
0 = Not OK ,
. = NotReadyable MOBILE HOMES
Date MOBILE HOME UTILITIES (Plans) OK except #'s
1. Zoning Requirements -Setbacks -Easements
2. Soils; Special MH Support Sketch
3. Sewer; Location -Test -Fall -C/O -Concrete
4. Water; Location -Test -Easement Needed (Sketch)
5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete
6. Gas; Location -Test -Wrap;-/ P' L 'ft.
/ P Nat. or/ P' L "ft./ P LPG
7. Well Clearance & Disconnect
8. Utilitv 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
DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s
Card B-1 Date
Card B-1
Date
Card B-1 Date
Card B-1
Date
PERMANENT END SYSTEM (ONLY)
Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails
1.
Zoning Requirements -Setbacks -Easements
5.
2.
Footings; Size -Spacing -Marriage Line
6.
Carports; Windows -Doors
3.
Blocking
Electric
4.
Gas; MH Test -Demand -Valve
9.
5.
Electricity; MH Test
10.
Roof; Shthg-Roofing
6.
Water; MH Test
Ext.; Steps -Doors -Landings
7.
Water and Sewer Connected
8.
Gas and Electricity Tagged
Card B-1 Date Card B-1
9.
Exits
Card B-1 Date Card B-1
Date
10.
License Decals
1.
Setbacks -Easements
11.
Verify #'s with Office
Soils; Compaction -Structure Stability
3.
Pool Structure; Steel -Connections -Thickness
Dead Men -Lining
Date
Elec.; Receptacles and Lighting, Distance-GFI
Card B-1 Date
Card B-1
Date
Card B-1 Date
Card B-1
MISCELLANEOUS
Date
DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s
1.
Zoning Requirements -Setbacks -Easements
2.
Footings; Soils -Size -Depth -Spacing -Connectors -Steel
3.
Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails
4.
Wood Awn.; Posts-Beams-Rftrs-Connectors
Shthg-Frg-Bracing
5.
Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures
6.
Carports; Windows -Doors
7.
Electric
8.
Frmg.; Sills-Anchors-Studs-Rftrs-Trusses
9.
Siding; Nailing -Veneer -Stucco -Mesh
10.
Roof; Shthg-Roofing
11.
Ext.; Steps -Doors -Landings
12.
Braced Wall Panels
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
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/5' -Circulating Equip. -Heater
8.
Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg.
Boxes- Enclosures- Panelboards-Ins. to Main Conduit
9.
Health Department Approval
10.
Plumb.; Cir. Test -Water Supply Test
11.
Light Niche
12.
Enclosure; Fencing -Alarms i
Date Card B-1 Date Card B-1
bate Card B-1 Date Card B-1
J=OK
0 = Not OK
Ap
- =NottApplicable
. = Not Ready
RESIDENTIAL
Date
UND LOOR (Plans) OK except #'s
Card B-1 Date Card B-1
Card B-1 Date Card B-1
Z ning-Setbacks-Easements-Flood-Slope
PLUMBING (Permit) OK except #'s
?:!:FX.,
Main; Soils-Elec. Grnd.- " Ftg. Depth
Water Htr.; Vent -Access -Combustion Air Baffle
Ftg., Garage; Soils -Steel -El . Grnd. Ftg. Depth
Water Pipe; Test & Anchor -Nail Protection
4.
Ftg., Porches & Decks; Soils -Steel-/' /' Ftg. Depth
D.W.V.; Test Fittings & Anchor -Nail Protection
5.
Stemwalls, Main; Steel-Blockouts-Wrapped
Shower Pan; Test, First Floor -Tub Access
6.
Stemwalls, Garage; Steel- Bloc kouts-Wrapped
Test Tub & Shower, Second Floor -Tub Access
6a.
Hold D wns and Special Anchors
Gas Pipe; Sixe & Anchors
7.
SI Steel -Wrapped
Fire Sprinkler; Test
9-DS-05(1AAAQAQ1&4^_CL
ers-Fire lace Ftg.-Steel
Qv t r�U
VD.W.V.;
10.
Fall -Fitting -Test -2 Way C/O -Sewer Test
UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test
Card B-1 DA Card
11.
Water Pipe; Test -Anchors -Regulator -Service Test
Card B-1 Date Card B-1
12.
Electric Underground
13.
Plenums & Ducts; Clearance -Material -Support -Ins.
14.
Girders -Sills -Anchor Bolts-Joists-Vents-Crippies
15.
Access & Ventilation
16. Insulation
(Single & Duplex)
2 _ uip. Ground made up w/Mech Fasteners-BWY6-Gas & Vkftfr
24-Iiance Circuits in Kitchen & Conductor Size GFI
lk ubfeed Wire Size/ /gam Cu cC_AI.A.C. Wire Size/ /ga Cu or Al
T" 616D Range Circle/Q'/q C or AI -Oven Clip.4- /qa Cu or AI
Insulated Neut?'51 ❑ Yes f3No
i3 32. Service -Riser Conductors & Ground Main Disconnect
35. Smoke Detector
Date - Z.6 Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date MECHANICAL (Permit) OK except #'s
6. .C. Ducts Insulation & Support
nt Fan, Exhaust above insulation
3 ansate Drain & Overflow, Size de
39Furn -Vent Access -Comb. Ait-Return Air Vent 115 Outlet
ttic Access & P atform if Furnace in Attic
Date 3 -Z -t Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date FRA G (Permit) OK except #'s
if roper Materials & Anchors
4 W34s-Studs-Nailing Spacing & Braces -Plates -Sound
43. Bearing Walls over Girders & Floor Nailing
44. raft Stop in Walls (rat proof)
45: re s, Furre Ceilings t i ha rs-T
46 eaders & Beams-soe&_Boafrng ;.a'
Date FUMING (Continued) _.
A!jpg. Joist-Rftr. Ties -Pur =Roll Brac.-T4960-Shting.-Rtng.
Fireplace Ties or Type< Flue -Fireplace Throat Clearance
5 ttic cess; Size & Romex Protection -Draft Stop -Ins. Baffles
1• rm. Windows or Exiting Doors -Sill Ht. & Dimensions
5 J e Fire Protection Framing -RC Channel
51*�.roeerty Line Firewall & Ooeninas
54. Errs -One 3' -Check Garaqe 3rd Story, 2 Exits 1
55. ' ; Width -Headroom -Rise -Run -Landing -Fire Protection
5 . Plvwood on Roof Ovedaena-Attic Vents -Rafter Outriggers
2_10-n15 58. Stucco Mesh -Drio Screed^d. Vents-Ubcferflr. Access V ff
9. 04king Area -Glass Protection -Skylights -Plastic
. Shear Walls; Nailing -Bolts
61. Brace Interior/Exterior Wall Panels
62. Insulation -Walls -Ceilings VIJ
63. Infiltration -Walls -Windows
Card B-1 Date 1
Date Card B-1 Date 3-1()-057 Card B-1
Date FINAL tans) OK except #'s
641 -Door & Sidelight Protection -Landings
moke Detector
urnace Vents -clearance -Comb, Air -Connector -
In Garage; Above Floor-Ducts-Mech. Protection
room Exiting
F.I. & Bath Fixtures & Tub Access -Spa
A69-`EFec. Trim & Subpanel, Breaker Sizes & Labels
TIT -Stairs & Rails
71. Fireplace or Stove, Clearance -Hearth
72. Elec. Outlets at Wood Panel, Int. & Ext.
it. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance
ec. Outlets & Receptacles at Kit. Counter
. Garage Fire Door; Swing -Landing -Closure
76. A.C. Duct in Garage -Damper
q -. 17Tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V.
in Garage; Above Floor-Mech. Protection
a8!P16.; Elec. & Mech. Equip. Listed for Location
78._E1ec. Receptacles in Garage (F.F.I.)-Romex Protection
.99 -Foam -Looked in Attic
Guard Rails & Deck Construction -Post Caps
VBents & Crawl Hole Door Drainage & Wood -Earth
_ Clearance Looked under Floor d_76s
83. Following Instld./Drive 0 Yes ❑ No/Walks ❑ Yes ❑ No/Planters ❑ Yes ❑ No
t o Brown -Finish
A.C. Unit Disconnect, Electrical -Plumbing
4L. _YpatwAbove Roof, Plbg-Appliance-Fireplace-Clearance to Openings
87. Water Well, Disconnect, Electrical, Plumbing
&Ao- ferior Elec. Trim, G.F.I. Receptacle -Underground
ntilation Throughout House
9 Glass Protection
91. Corrections from Previous Inspections
. Gas Test -Meters Tagged, Gas -Electric
83--WMer & Sewer Connected -C/O to Grade -HD Approval
rgy Compliance Certificate -Other Certificates
ddress Posted
96. Fire Sprinkler
Date-l,j-_0_5" Card B-1 S Date Card B-1
Date % -(Q -OS Card B-1 f4tb 5., Date Card B-1
Date Card B-1 Date Card B-1
Comments at Final:
• i
Date ,
Date
Card B-1 Date Card B-1
Card B-1 Date Card B-1
Date
PLUMBING (Permit) OK except #'s
17.
Water Htr.; Vent -Access -Combustion Air Baffle
18.
Water Pipe; Test & Anchor -Nail Protection
19.
D.W.V.; Test Fittings & Anchor -Nail Protection
20.
Shower Pan; Test, First Floor -Tub Access
21.
Test Tub & Shower, Second Floor -Tub Access
22.
Gas Pipe; Sixe & Anchors
23.
Fire Sprinkler; Test
9-DS-05(1AAAQAQ1&4^_CL
cao cy
Date
Card B-1 DA Card
Date
Card B-1 Date Card B-1
Date
ELEC CAL (Permit) OK except #'s
F' re & Transformer Clearance -Ins. Protection
Elec. Receptacles Spacing -Lights & Switches at Doors
2
e Boxes & No. of Conductors Stapled
97w-R-omex Installed Close to Edge of Studs & C.J.
2 _ uip. Ground made up w/Mech Fasteners-BWY6-Gas & Vkftfr
24-Iiance Circuits in Kitchen & Conductor Size GFI
lk ubfeed Wire Size/ /gam Cu cC_AI.A.C. Wire Size/ /ga Cu or Al
T" 616D Range Circle/Q'/q C or AI -Oven Clip.4- /qa Cu or AI
Insulated Neut?'51 ❑ Yes f3No
i3 32. Service -Riser Conductors & Ground Main Disconnect
35. Smoke Detector
Date - Z.6 Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date MECHANICAL (Permit) OK except #'s
6. .C. Ducts Insulation & Support
nt Fan, Exhaust above insulation
3 ansate Drain & Overflow, Size de
39Furn -Vent Access -Comb. Ait-Return Air Vent 115 Outlet
ttic Access & P atform if Furnace in Attic
Date 3 -Z -t Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date FRA G (Permit) OK except #'s
if roper Materials & Anchors
4 W34s-Studs-Nailing Spacing & Braces -Plates -Sound
43. Bearing Walls over Girders & Floor Nailing
44. raft Stop in Walls (rat proof)
45: re s, Furre Ceilings t i ha rs-T
46 eaders & Beams-soe&_Boafrng ;.a'
Date FUMING (Continued) _.
A!jpg. Joist-Rftr. Ties -Pur =Roll Brac.-T4960-Shting.-Rtng.
Fireplace Ties or Type< Flue -Fireplace Throat Clearance
5 ttic cess; Size & Romex Protection -Draft Stop -Ins. Baffles
1• rm. Windows or Exiting Doors -Sill Ht. & Dimensions
5 J e Fire Protection Framing -RC Channel
51*�.roeerty Line Firewall & Ooeninas
54. Errs -One 3' -Check Garaqe 3rd Story, 2 Exits 1
55. ' ; Width -Headroom -Rise -Run -Landing -Fire Protection
5 . Plvwood on Roof Ovedaena-Attic Vents -Rafter Outriggers
2_10-n15 58. Stucco Mesh -Drio Screed^d. Vents-Ubcferflr. Access V ff
9. 04king Area -Glass Protection -Skylights -Plastic
. Shear Walls; Nailing -Bolts
61. Brace Interior/Exterior Wall Panels
62. Insulation -Walls -Ceilings VIJ
63. Infiltration -Walls -Windows
Card B-1 Date 1
Date Card B-1 Date 3-1()-057 Card B-1
Date FINAL tans) OK except #'s
641 -Door & Sidelight Protection -Landings
moke Detector
urnace Vents -clearance -Comb, Air -Connector -
In Garage; Above Floor-Ducts-Mech. Protection
room Exiting
F.I. & Bath Fixtures & Tub Access -Spa
A69-`EFec. Trim & Subpanel, Breaker Sizes & Labels
TIT -Stairs & Rails
71. Fireplace or Stove, Clearance -Hearth
72. Elec. Outlets at Wood Panel, Int. & Ext.
it. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance
ec. Outlets & Receptacles at Kit. Counter
. Garage Fire Door; Swing -Landing -Closure
76. A.C. Duct in Garage -Damper
q -. 17Tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V.
in Garage; Above Floor-Mech. Protection
a8!P16.; Elec. & Mech. Equip. Listed for Location
78._E1ec. Receptacles in Garage (F.F.I.)-Romex Protection
.99 -Foam -Looked in Attic
Guard Rails & Deck Construction -Post Caps
VBents & Crawl Hole Door Drainage & Wood -Earth
_ Clearance Looked under Floor d_76s
83. Following Instld./Drive 0 Yes ❑ No/Walks ❑ Yes ❑ No/Planters ❑ Yes ❑ No
t o Brown -Finish
A.C. Unit Disconnect, Electrical -Plumbing
4L. _YpatwAbove Roof, Plbg-Appliance-Fireplace-Clearance to Openings
87. Water Well, Disconnect, Electrical, Plumbing
&Ao- ferior Elec. Trim, G.F.I. Receptacle -Underground
ntilation Throughout House
9 Glass Protection
91. Corrections from Previous Inspections
. Gas Test -Meters Tagged, Gas -Electric
83--WMer & Sewer Connected -C/O to Grade -HD Approval
rgy Compliance Certificate -Other Certificates
ddress Posted
96. Fire Sprinkler
Date-l,j-_0_5" Card B-1 S Date Card B-1
Date % -(Q -OS Card B-1 f4tb 5., Date Card B-1
Date Card B-1 Date Card B-1
Comments at Final:
• i
COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
7 County Center Drive • Oroville, CA • (530) 538-7541
CORRECTION NOTICE
OWNER PERMIT NO.
A routine inspection indicates that the following violations of Butte County Ordinances exist at
the above address and should be corrected. Please call for re -inspection when correction of
work is completed. If you have any questions pertaining to this matter, or need additional
explanation, please contact the Building Inspector as indicated below. I
Date v r �—Us Inspector_ DE(_ O2W P Tf Vl►monCS
REV 4/05 Phone # J J _61 z Z
FOR RE -INSPECTION CALL: 538-7636 OR 891-2834
COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 MainStreet - Chico, CA - (530) 891-2751
7 County Center Drive - Oroville, CA - (530) 538-7541
CORRECTION NOTICE
o y- f coal
OWNER PERMIT NO.
A routine inspection indicates that the following violations of butte county Ordinances exist at the
above address and s ould be corrected. Please notice this office when correction of work is
completed. If�,o ave any ques qtt er a'ni g to this matter, or need additional explanation,
please co_tgcl this office immg • iately� y 5
Date Inspector
REV 10/92
r COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street • Chico, CA • (530) 891-2751
7 County Center Drive • Oroville, CA • (530) 538-7541
CORRECTION NOTICE
69 jlvt4 -)6L
OWNER PERMIT NO.
A routine inspection indicates that the following violations of butte county Ordinances exist at the
above address and should be corrected. Please notice this office when correction of work is
completed. If you have any questions pertaining to this matter, or need additional explanation,
please contact this office immediately.
G
Date Z ds- Inspector (/ I
REV 10/92
COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street • Chico, CA • (530) 891-2751
7 County Center Drive • Oroville, CA • (530) 538-7541 ,
CORRECTION NOTICE
OWNER PERMIT NO.
A routine inspection indicates that the following violations of butte county Ordinances exist at the
above address and should be corrected. Please notice this office when correction of work is
completed. If you have any questions pertaining to this matter, or need additional explanation,
lease contact this office
� imLm//ediately.
"Na
Date /4/ Inspector
REV 10192
BUTTE COUNTY
DEPARTMENT OF DEVELOPMENT SERVICES
BUILDING PERMIT
24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO)
OFFICE #: (530) 538-7541 FAM (530)538-2140
WEBSITE: www.buttecounty.net\dds
PERMIT NO.
BP041628
LICENSED CONTRACTORS 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
Issued Date: 09/22/2004 APN• 069-020-012-000
the Business and Professions Code, and my license is in full force and
effect.
License Class : C'iN ram LicenseNumber: 3,232,25
Site Address: 4968 BECKWOURTH CT ORO
Date: 5 "G2/- OSS Contractor: eh i,* 1.7pdo- 0
Map index:
Description: NSF (2743) GAR(749) COV (994)
OWNER -BUILDER DECLARATION
1 hereby affirm under penalty of perjury that I am exempt from the
Contractors' State License Law for the following reason (Sec. 7031.5
Business and Professions Code: Any city or county which requires a
Owner: ROGER GILBERT
permit to construct, alter, improve, demolish, or repair any structure, prior
to its issuance, also requires the applicant for such permit to file a
signed statement that he or she is licensed pursuant to the provisions of
the Contractor's State License Law (Chapter 9 commencing with Section
7000) of Division 3 of the Business and Professions Code) or that he or
she is exempt therefrom and the basis for the alleged exemption. Any
violation of Section 7031.5 by any applicant for a permit subjects the
applicant to a civil penalty of not more than five hundred dollars ($500).):
❑ 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 (Sec. 7044, Business and Professions
Applicant: ROGER GILBERT
Code: The Contractors' State License Law does not apply to an
owner of property who builds or improves thereon, and who does
such work himself or herself or through his or her own employees,
provided that such improvements are not intended or offered for
sale. If however, the building or improvements are sold within one
year of completion, the owner -builder will have the burden of
proving that he or she did not build or improve for the purpose of
sale.).
❑ I, as owner of the property, am exclusively contracting with
licensed contractors to construct the project (Sec. 7044, Business
and Professions Code. The Contractors' State License Law does
Contractor: BETTER BUILDERS CONSTRUCTION INC
not apply to an owner of property who builds or improves thereon,
and who contracts for such projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
5263 ROYAL OAKS DRIVE
❑ lam Exempt under Article 3 of the Business and Professions Code
OROVILLE, CA 95966
Date: Owner:
WORKERS' COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
License M 323225
❑ 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.
Architect: HAWKINS, GARY
O' I have and will maintain workers' compensation insurance, as
Engineer:
g
required by Section 3700 the Labor Code, for the performance of
the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier: 5'7_14711
Total Square Ft: 2743 S.F.
9,7 y5�UNL7
7
� 5 L
Pokey #: .
Valuation: $178,295.00
❑ I certify that in the performance of the work for which this permit is
Census Code:
issued, I shall not employ any person in any manner so as to
become subject to the workers' compensation laws of California,
and agree that if I should become subject to the workers'
t
`/O/tea
compensation provisions of Section 3700 of the Labor Code, I shall
r �v
forthwith comply with those provisions.
Date:
a
o-
Applicant:
WARNING: Failure to secure workers' compensation coverage is
unlawful, and shall subject an employer to criminal penalties and one
hundred thousand dollars ($100,000), in addition to the cost of
7
compensation, damages as provided for in Section 3706 of the Labor
code, interest, and attorney's fees.
u�
CONSTRUCTION LENDING AGENCY
This permit is hereby issued under the applicable provisions of the Birtte County Code ?nrtlnr
I hereby affirm that there is a construction lending agency for the
Resoluti ns o do„ Work ind'ca d abo for w ' h fees have been paid.
performance of the work for which this permit is issued (Sec 3097 Civ.)
/j
Name:
By. D a lJJ
PERMIT EXPIRES ON:
Address:
Dat
❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage,
handling and use of hazardous materials.
❑ Notification in accordance with Section 19827.5 of California Health 8 Safety Code is not applicable to the scheduled construction of this project.
❑ Attached are copies of the required E.P.A. notification forms.
I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. 1 agree to comply with
all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby
authorize representatives of Butte County to enter upon the above mentioned property for inspection purp es.
Print Name: J O %t Siya a =Signature:
Date: 9 -.?2 -OX
❑ Owner ❑ Contractor 13 Agent for Owner ❑ Agent for Contractor
Fire Prevention Bureau Butte County Fire Rescue White Copy - Business
176 Nelson Avenue California Department of Forestry Yellow Copy — Occupancy File
Oroville, CA 95965 and Fire Protection Pink Copy — Station File
Telephone 530-538-7888 Facility Inspection Report Occ. Class. f'C'
Fax 530-538-2105
Address: I Business Name:
Owner/Manager: Bus: - Hm: Fax:
Assistant Manager: Bus: H n:
Building Owner. Bus: Hm:
Address:
AN TNQvrr'rT(1N nIR YCnTTR Ti AC'TI.TTY UVWALED TRE FOLLOWING:
1.
Fire Extinguishers: Required, service due
10.
Exit(s) obstructed, inadequate
2.
Extension cords: Excess use, defective
11.
Exit sign(s) required, illumination
3.
Excessive rubbish, trash, debris
12.
Exit sign lights need replacing
4.
Fire alarm system defective
13.
Exit lighting: Required, defective
5.
Sprinkler system: Service required, defective
14.
Smoke detectors: Required, defective
6.
Kitchen hood extinguishing system service due
15.
Wiring: Exposed, damaged connectors, etc.
7.
Fire walls, ceilings, fire doors, draft stops
16.
Heating system: Defective appliance, flue combustibles
8.
Knox Box keys
1 .
Address po!!�d and visible from road
9.
Fire Drill Witnessed Yes ❑ No ❑ i1erl&
Other
Date: 2 _
.J(Print),
Discussed with:
Signed:
Inspecti Off
Battalion 1
2 3
4 5/%)7
Station:
FPB�
eW_64,._
;�
FIRE PREVENTION SAVES LIVES, PROPERTY, AND BUSDW-SS. YOUR COOPERATION WITH
CORRECTING THE ABOVE LISTED ITEMS IS APPRECIATED. RE -INSPECTION DATE:
nut 1 3 Uzi U-1; Z3,ja Lur-Kmr I I'lZ)ULh i I U6 LU I IIL, 3jubbibnou P.
LOERmE IHWLATM 00., INC. UWAXATM CaMFICATE
Mxpmer iffid rAw
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DESCRIFTIM OF INSTALLATMN
oti:P7
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08/15/2005 10:56 5305340735 BUILDERS PAGE 01'
APAMEN
P:
mmmm��
Certificate of Conformance
Certificate 0 44 3 6
THE UNDERSIGNED MANUFACTURER HEREBY CERTIFIES that the structural wood products
4dentifled below and marked with a collective mark of Engineered Wood Systems (EWS) were man-
ufactured In accordance with the specifications Indicated below.
0 ANSI Standard A190.1-1992, for Structural Blued Laminated Timber
G
D
Jeb Nerve
Job Loomion
customees OrOer No. — - _ _ owe �_ Mfgr'e Orcw No. � _
Slpmwm nue QUALITY CONTROL
Company ROSSORO LUMBER CO. Address SPRINGFIELD, OREGON Date
IT IS HEREBY CERTIFIED that the structural glued laminated timber production of the abolto-named
manufacturer which carries a collective mark of Engineered Wood Systems (EWS) is subject to regular
audit by Engineered Wood Systems, such audit consisting of the inspection with reasonable frequency
of the manufacturing process, with adequate sampling to verity the quality of glulam constru-:aon and
the adequacy of glue bond.
a Sim IM
�:SNING��.�•
by AIwX��_
Thomas G. Williamson
Executive YQe President
ENWNEEREO WOOD SYSTEMS- A RELATED CORPORATION Of APA -TME ENGINEERED WOOD ASSOCIATIDN
C�iWyZNn&"
Gary Hawkinsar
Oct. 22, 2004
Butte County
Building Division
7 County Center Drive
Oroville, Ca. 95965-3397
RE: John Starr
Gilbert Residence
Oroville, Ca.
Plan Check No.04-1628
AP # 069-020-012
BUTTE
COUNTY
OCT 2 5 2004
DEVELOPMENT
SERVICES
,K/a C«t /s Pgc�i✓T
/N 1Fl2dF.+ O r/65 -
6A -3 aFr144FA/ r S "t 3
n� To HN 1'7,4/2 R . /%/ st
There appears to be some expansive soils on the project noted
above. The footings have excavated to a depth below the
expansive soil which will not affect the structural integrity
of the project.
If you have any questions regarding this item, please do not
hesitate to call this office.
Sire y,
Si,
qr Hawkins
Architect'.--?.
0186 y�
�� . RLI�I,/
,J-
} _ i'Z..{;,e.1.5�1. sr J+''�
1370 RIDGEWOOD DR., STE.10 - CHICO, CA 95973
(530) 892-2700 - FAX (530) 893-0532 - garyarch@sbcglobal.net
BUTTE COUNTY
DEPARTMENT OF DEVELOPMENT SERVICES
BUILDING PERMIT
24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO)
OFFICE #: (530) 538-7541 FAM (530)538-2140
WEBSITE: www.buttecounty.net\dds
PERMIT NO.
BP041628
LICENSED CONTRACTORS 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
Issued Date: 09/22/2004 APN: 069-020-012-000
the Business and Professions Code, and my license is in full force and
effect.
License Class: e—CAr Jw LicenseNumber: 3� �2 S
Site Address: 4968 BECKWOURTH CT ORO
a3
Date: Contractor. 13.,h(,- �7ar�da.a 4A,J
. Map Index:
Description: NSF (2743) GAR(749) COV (994)
OWNER -BUILDER DECLARATION
1 hereby affirm under penalty of perjury that I am exempt from th
Contractors' State License Law for the following reason (Sec. 7031.
Business and Professions Code: Any city or county which requires
Owner• ROGER GILBERT
permit to construct, alter, improve, demolish, or repair any structure, prio
to its issuance, also requires the applicant for such permit to file a
signed statement that he or she is licensed pursuant to the provisions of
the Contractor's State License Law (Chapter 9 commencing with Section
7000) of Division 3 of the Business and Professions Code) or that he or
she is exempt therefrom and the basis for the alleged exemption. Any
violation of Section 7031.5 by any applicant for a permit subjects the
applicant to a civil penalty of not more than five hundred dollars ($500).):
D 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 (Sec. 7044, Business and Professions
Applicant: ROGER GILBERT
Code: The Contractors' State License Law does not apply to an
owner of property who builds or improves thereon, and who does
such work himself or herself or through his or her own employees,
provided that such improvements are not intended or offered for
sale. If however, the building or improvements are sold within one
year of completion, the owner -builder will have the burden of
proving that he or she did not build or improve for the purpose of
sale.).
❑ 1, as owner of the property, am exclusively contracting with
licensed contractors to construct the project (Sec. 7044, Business
and Professions Code. The Contractors' State License Law does
Contractor: BETTER BUILDERS CONSTRUCTION INC
not apply to an owner of property who builds or improves thereon,
and who contracts for such projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
❑ 1 am Exempt under Article 3 of the Business and Professions Code
5263 ROYAL OAKS DRIVE
OROVILLE, CA 95966 {
Date: Owner:
WORKERS' COMPENSATION DECLARATION
1 hereby affirm under penalty of perjury one of the following declarations:
License #: 323225
❑ 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.
Architect: HAWKINS, GARY
O I have and will maintain workers' compensation insurance, as
Engineer:
9
required by Section 3700 the Labor Code, for the performance of
the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier: 50'727-/1 AUNp
3 G 8)
Total Square Ft: 2743 S.F.
Policy#: yS•
Valuation: $178,295.00
❑ I certify that in the performance of the work for which this permit is
Census Code:
issued, I shall not employ any person in any manner so as to
become subject to the workers' compensation laws of California,
and agree that if I should become subject to the workers'
kiO(Q VIC/
compensation provisions of Section 3700 of the Labor Code, I shall
forthwith comply with those provisions. Date:
1,33%,
Applicant:
WARNING: Failure to secure workers' compensation coverage is
unlawful, and shall subject an employer to criminal penalties and one
hundred thousand dollars ($100,000), in addition to the cost of
compensation, damages as provided for in Section 3706 of the Labor
code, interest, and attorney's fees.
CONSTRUCTION LENDING AGENCY
This permit is hereby issued under the applicable provisions of the Butte County .ode. and/or
I hereby affirm that there is a construction lending agency for the
Resoluti ns/o do work ind'ca d abo for w ' h fees have been paid.
performance of the work for which this permit is issued (Sec 3097 Civ.)
6
Name:
By Da (J
PERMIT EXPIRES ON:
Dat
Address:
❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage,
handling and use of hazardous materials.
❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project.
❑ Attached are copies of the required E.P.A. notification forms.
I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with
all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. thereby
authorize representatives of Butte County to enter upon the above mentioned property for inspection pure es.
Print Name: J.5A-+ J .��.AaQ Signature:
61 0
Date: 9 -,?2 -(Zr
❑ Owner ❑ Contractor 13 Agent for Owner ❑ Agent for Contractor
g[d
9y5.37
�uTrF° BUTTE COUNTY
DEPARTMENT OF DEVELOPMENT SERVIC
° ° BUILDING PERMIT APPLICATION
° ° AND SUBMITTAL REQUIREMENTS
o-`_�-�" ` 0 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 •CHICU(530891- 834
�+OVN,�.� OFFICE #: (530) 538-7541
A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION
-�M I
im
CONJRACTOR,
1GZ�'�791_G1�rJ
City
HMO VWWZiM
NNA
Phone
Fax
E-mail
Subdivision Name
Map Book
r
Lot #
Planner
Date Approved:
APPLICANT NAME
CONJRACTOR,
1GZ�'�791_G1�rJ
City
HMO VWWZiM
NNA
Phone
Fax
E-mail
Subdivision Name
Map Book
r
Lot #
APPLICANT NAME
Name
Address
City
State
Zip
Phone
Fax
E-mail
APPLICANT SIGNATURE
X
For office use only:
Zoning
AP# t
I Flood Zone
Property dre
SRA
I Yes No
Occ.
Type Const.
Subdivision Name
Map Book
Page
Lot #
Planner
Date Approved:
OVER FOR SUBMITTAL REQUIREMENTS
PERMIT
(��' � 9
BP
BIN
N
escri do S pe of ork:
&P*W9ti
Sq. Footage
❑ Structure Built without Permits
❑ Proposed Change of Occupancy
(Note previous use):
EXPIRATION OF APPLICATION
Applications for which a permit has not been issued will expire one
year after the date of application. In order to renew action on an
application after expiration, a new application, plans and fee will be
REQUEST FOR REFUNDS
Refunds can only be made upon written request by the person who
paid the fee. The request must be made prior to the expiration of the
permit and no construction work has been done. Filing fees, plan
check fees for work plan checked and other department costs are not
refundable.
Rece' Eby: ) Amount:
GL./
Receipt #:
f V n�
"/&Jl Bldg
SRA
Sheriff
S M I P
JID
?�/ 7 A
u ici e: D
Total
LOCATION
AP# t
/)
Property dre
Cross Street
WORKER'S COMPENSATION
Policy Number
1549 % V
Carrier
� ..,e!
If hiring anyone other than license contractors, a certificate of worker's
compensation must be shown at the time of permit issuance.
LENDING AGENCY
Name
Address
N
escri do S pe of ork:
&P*W9ti
Sq. Footage
❑ Structure Built without Permits
❑ Proposed Change of Occupancy
(Note previous use):
EXPIRATION OF APPLICATION
Applications for which a permit has not been issued will expire one
year after the date of application. In order to renew action on an
application after expiration, a new application, plans and fee will be
REQUEST FOR REFUNDS
Refunds can only be made upon written request by the person who
paid the fee. The request must be made prior to the expiration of the
permit and no construction work has been done. Filing fees, plan
check fees for work plan checked and other department costs are not
refundable.
Rece' Eby: ) Amount:
GL./
Receipt #:
f V n�
"/&Jl Bldg
SRA
Sheriff
S M I P
JID
?�/ 7 A
u ici e: D
Total
SUBMITTAL REQUIREMENTS
The following drawings and specifications must be submitted to the Building Division in order to apply
fora permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE
LEGIBLE AND WINK.
Residential, New, Remodels, Additions, and Accessory Structures:
❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPER!
❑ 2. 3 Complete sets of plans, signed by the preparer. NO GRAPHPAPER!
❑ 3. 3 Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed
calculations.
❑ 4. 2 Engineered truss details and layouts (if required) (NO FAXES!).
❑ 5. Letter from Engineer or Architect for truss design review.
❑ 6. 2 Energy compliance design and supporting documentation: (Note: Not required for additions to
mobile or modular homes.)
❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required).
❑ 8. Detached Accessory Building Form, filled out by the property owner (if required).
❑ 9. Sanitation and site plan approval from the Environmental Health Department.
❑ 10. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C).Elevations in
triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed by the engineer.
Mobile, Manufactured, or Modular Homes:
❑ 1. 3 Site Plans, signed by the preparer. NO GRAPH PAPER!
❑ 2. 2 Data sheets and installation instruction manual.
❑ 3. 2 Marriage line information.
❑ 4. 2 Floor plans.
❑ 5. 2 Engineered Tie Downs or Foundation plans.
❑ 6. Sanitation and site plan approval from the Environmental Health Department.
❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required).
Commercial, New, Additions and Remodels:
❑ 1. 4 Site Plans, signed by the preparer. NO GRAPHPAPER!
❑ 2. 4 Engineered plans with wet signature on plans AND 2 sets of stamped and signed calculations,
with code analysis.
❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!).
❑ 4. Letter from Engineer or Architect for truss design review.
❑ 5. 2 Energy compliance design and supporting documentation (if required).
❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required).
❑ 7. Statement of Intent for Non -heated and A/C (if required).
❑ 8. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in
triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed by the engineer.
❑ 9. Letter of intent.
❑ 10. Hazardous Material Form.
❑ 11. Sanitation and site plan approval from the Environmental Health Department.
If you have questions or would like additional information regarding this process, contact a Permit
Application Assistant at (530) 538-7541.
OVER FOR BUILDING PERMIT APPLICATION
KAFORMSWILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2
REV 4-30-04
COUNTY OF BUTTE-DEPARTMENTEVELOPMEN SERVICES -BUILDING DIVISION
County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140
PEIT APPLICATION DATA SHEET
OWNER: ASSESSOR PARCEL NUMBE 0/�
Proposed Building Use: ! //� Counter Technician: Date:
(1 required in order to apply for a permit. All boxes MUST be checked OR marked NA in, rder to apply.
1. Site plans, 3 or 4 sets, signed by the preparer of the plans.
2. Complete plans, 3 or 4 sets, signed by the preparer of the plans.
3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations.
4. Engineered truss details and layouts in duplicate. No faxes!
5. Letter from Engineer or Architect for truss design review.
6. Energy compliance design and supporting documentation in duplicate.
7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings.
❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in
duplicate.
❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these
must be stamped and wet -signed by the engineer.
❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate
❑ 11. Site plan and business license approval from the City of Biggs
❑ 12. Letter of intent for non-residential buildings
❑ 13. Detached Accessory Building Form filled out by the owner
❑ 14. Hazardous Material Form
030- 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chicoto mlli�plicable.
❑ 16. Other
Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.)
17. Fire Sprinklers............................................................................................
18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by
❑ 19. Soils Report and/or Engineered Foundation required ........................................... ........
❑ 20. Erosion Control Plan Required........................................................................ ........
21. Fees as shown on the attached Schedule of Fees Due Sh ..............................
❑ 22. City of Chico Plumbing permit ......................................................................
23. California Department of Forestry plan approval paid. Sent by: .............
24. Planning approval (A) Use: 4 (B)Parking: (C) Parcel Check: -
25. Contact Land Development about _ Improvements, _ Drainage .........................
26. NPDES Form.............................................................................................
✓L7. Encroachment Permit for driveway from the Public Works Dept.�S..�4f..lIY
❑ 28. Pre -Inspection for required.......
E< 29. Contractor's license information. (Number, Name Style, Classification) ...................
30. Worker's Compensation Carrier and Policy Number ..........................................
❑ 31. Owner -Builder Verification (_ Given to owner, _Mailed to owner) .....................
0- 32. Letter of Signature authorization ...................................... :.............................
33. Recorded copy of Agricultural Acknowledgment Statement .................................
❑ 34. Manufactured home utility clearance...............................................................
❑ 35. Existing violations and/or expired dk_permits.........................................................
❑ 36. Deed a riction........................................................................................
37. ran e .H. Ti tatem t of acts, etter fr Legal Owner, ❑ Check to H.C.D. $
38. 0th . .
❑ 39. Othe W.
When issued Telephone and hold for pickup.
I have been inNrmed of the above items and requirements for obtaining a building permit.
Applicant: `11,01- Date: G -6J -G y
1. Index permit applicatio for t above items numbered: Plan Check Letter
2. Additional items requi d
Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date:
Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date:
Plans reviewed by: Date: Plans approved by: Date
Structural reviewed by: Date: Structural approved by: Date:
Note transfer by: Date:
Yellow: Building Division
COUNTY OF BUTTE
DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION
7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541
OWNER
OF RECEIPT OF FEES
PROPROSED BUILDING USE
1. BUILDING PERMIT FEES
--- Balance Due ..................... $
--- Additional Fees Due........... $
A.P. #
DATE
RECEIPT # DATE REC.
- Revised Plan Checking Fee....
00,
SCHOOL DISTRICT FEES ver, '� �� • :�
(paid at School District Office) (form available after Plan Check)
3. SHERIFF FEES (paid at Building Division)
Residential............ X $360.00 =$
Units
Commercial (sq. ftg.)..... X $0.03 = $
Sq.Ftg.
4. URBAN AREA FEES (paid at Building Division)
Residential (per unit)..... X = $ _
# Units Amt.
Commercial (Sq. Ftg.).... X = $
Sq. Fig. Amt.
5. RECREATION DISTRICT FEES
(paid at Recreation District Office) (form available after Plan Check)
6. THERMALITO DRAINAGE DISTRICT FEES
$510.00 (paid at Building Division)
_4 SRA FIRE INSPECTION AND PLAN CHECK FEE
$89.00 (paid at Building Division) o
8. WATER TENDER FEES BATTALION #
$200.00 (paid at Building Division)
9. NORTH CHICO SPECIFIC PLAN (paid at Building Division)
Residential Zone X = $
Zone # Units Amt.
Commercial (sq. ftg.) ......... X = $
Sq. Fig. Amt.
10. OTHER
At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees
may be changed dutmg the plan chegking process.
APPLICANT
DATE 6 -,1.7 -`D y
Pursuant to Government Code $Ation 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You
have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a
protest are specified in Government Code Section 66020(a).
Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003)
School District
A.P. Number
Property Owner
}
BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM
(One form per Building)
t .
Building Department No.
4urisdiction: CityCounty
Property Location/Address
Subdivision Lot No.
Residential Development 0
/ No of Living
Units
Commercial/Industrial Q
New
/40m, /
Building -Department Representative
lQ
n1_f _ 16�q?
...............................................................:...................................... //
Sq. Footage �`
Mobile Home Addition/ 'Supplemental to (Group R)
Installation Conversion Permit #
i
*(No foundation inspection)
:............................................................................................... .....
Deed Restricted Sq. Footage
(Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document)
Sq. Footage
Addition (Including Exterior
Roofed Areas)
Date
J
District Identification No. 6 8- ?3
IrJ 1, ► (,1'I? E School District certifies that
93
(Street Address)
(Applicant)
(Phone Number)
(City) (State) / (Zip Code) .32
hasrc6o'mpli with the requirements of Resolution No. 63 -6'( --C4 by payment of $
representingsquare feet.
School District
2926 t
FULL MITIGATION $
v Date
e
Paid by Check A ` Remarks: ` J" O �--�-
Motic•: You may protest the Imposition of the tees Identified above by submitting a written protest to the District, In compliance with
Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will'pnohlbit
you from ehallerglrg the imposition of the fees In any court action.
It, subsequent to the School District Representative signing this Butte County Schools Impact Fes certification Fonn, the School District Is
nndfl by the applicable Local Planning Agency that this project is being reviewed under the California Environmental mental Quality Act (CEQAh
this project may be subject to additional school fees to fully nrti 4tlts Impact on the school dlstrictlt schools.
White (applicant), Yellow (building department), Pink (school district) feeform.>ft (10/03)dmm
00
N
d'
O
utte County Department of Development Services
3NNE CHRISTOPHER, DIRECTOR
County Center Drive
roville, CA 95965
30) 538.7601 Telephone
30) 538.7785 Facsimile
TO:
FROM:
1
SUBJECT:
nA DATE:
WILLDAN
Scott Rutherford (530) 538-7160
srutherford�buttecounty.net
Plans Transmittal For Review Per Contract
6/29/2004
Applicant: JGilbert, Roger Permit 04-1628
Project Type: NSFGara a/Cov. Area APN: 069-020-012
100% 70%
Plan Check Fees $ 1,350.53 $ 945.37
$ 1,350.53 $ 945.37
WILLDAN Fee $ 945.37
Copies Attached: Qty
Chk
Application
Site Plan Review
FEMA Elevation Certificate
Building Plans
Truss Calculations
Energy Calculations
Structural Calculations
Residential Plan Review Guide
Residential Construction Requirements
Other
Other
AND, WHEN RECORDED MAIL TO:
BUTTE COUNTRY BUILDING DIVISION
7 COUNTRY CENTER DRIVE Of OVILLE, CA 95965
oy-ttoZed
2 0 0 4-1010 3 4 1 1 8
Recorded
Official Records
County Of
BUTTE
CANDACE J. GRUBBS
Recorder
ROSEMARY DICKSON
Assistant
10:37AM 07 -Jun -2004
REC FEE 7.00
CONFORM 1.00
CONFORM 1.00
Shawnya
Page 1 of 1
AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT
FOR RESIDENTIAL DEVELOPMENT
Section 26-8 of the Butte County Code required this acknowledgement 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 agriculturalchemicals, 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 ha,. -vesting 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:
Lot 28, as shown on that certain map entitled "Kelly Ridge Estates Subdivision Unit No. 6", which map was
recorded in the Office of the Recorder of the County of Butte, State of California, on February 6, 1979, in
Book 66 of maps, at page(s) 61 and 62.
Date / / D� PRO PE OWNERS:
�As.
State of California
County of BUTTE
On
Roger Gilbert
Ind
personally appeared personally
known to me (or proved to Aeon the basis of satisfactory evidence) to be the personkej whose names(�)i5lw subscribed to the
within instrument and acknowledged to me that hem/1Wy executed the same in his/lef/0teSr authorized capacity(ies,; and that by
his/haY/th&ifsignature(x) on the instrument, the person( -acted, executed the instrument.
WITNESS mX Ond and officia seal.
Signatur Seal:
A.P.# 069-020-012
KARI HAMBLIN
COMIA ll: 1476490
J o NOTARY PUSUC-CAUFORNI�
BUTTE COUNTY 0C0
MM. D(P. MARCH 15, 2008'
►191
PERMIT NO.: 44-04
Lake .Oroville Area Public Utility District
1960 Elgin Street
OROVILLE, CALIFORNIA 95966
533-2000
DISTRICT APPROVAL AND
VERIFICATION OF INSPECTION
BUILDING SEWERS
This verification form must be submitted to the Butte County Department of Public Works Building
Department prior to issuance of a building or occupancy permit, whichever is applicable.
Prior to final approval by Butte County of a Building or an Occupancy Permit, a copy of this verification
form, signed off by Lake Oroville Area Public Utility District, must be submitted to Butte County. .
Date: June 7, 2004
Applicant: ROGER'GILBERT (Better Builders Const.)
Applicant Address:
Applicant Phone No.: 589-2574
Property Locations(s): 49.68 Beckwourth Court
Ke11y.Ridge Estates Unit 6, Lot 28
A. P. No.(s): 069-02-12
Fees due: All fees paid.
Application for service approved: oY
LAKE OROVILLE AREA
PUBLIC UTILITY DISTRICT
Inspection(s) made and. successful test(s) observed:
Location: Date:
Bv: -
Lake Oroville Area Public Utility District release to close permit:
Date: By:
O�?PRTMFN7 O�
• ; 6uTTF
0 %�;0
o \\ ,, o
0
0
o o,
r� 5
�QCIC WO��
Department
C o u n t 1
J. Michael Crump, Director
Public
f B u t
Works
LAND DEVELOPMENT DIVISION
Storm Water Management Program
7 County Center Drive
Oroville, CA 95965
(530) 538-7266
(FAX) 538-7171
National Pollutant Discharge Elimination System (NPDES) Phase II
Construction Storm Water Permit and Storm Water Pollution Prevention
Plan (SWPPP) Acknowledgement rLESS THAN 1 ACRE1
Project Description: �cw �,(,11.E ,) xr///
Project Location and/or Parcel Number:
By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB
1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit
from the State of California Regional Water Quality Control Board. Phased projects that contain
multiple site build -outs of less than one acre but when combined with subsequent phases total more
than one acre of disturbed soil will require a Construction Storm Water Permit from the State of
California Regional Water Quality Control Board.
I am aware that submitting false and/or inaccurate information or failure to apply for a Construction
Storm Water Permit from the State of California Regional Water Quality Control Board for a project
that disturbs one acre or more of land may result in revocation of grading and/or other permits or other
sanctions provided by law.
Signed: J 064 J Sant
Title:.
Date:
Less than 1 Acre NPDES & SWPPP Compliance Certification
Butte County Storm Water Management Program
Revised 5/24/04
t
W I LLDAN
Serving Public Agencies
September 13, 2004
Scott Rutherford
Butte County Building Department
7 County Center Drive
Oroville, CA 95965
(530) 538-7169
(530) 538-2140 FAX
SUBJECT: COUNTY OF BUTTE PLAN REVIEW, APPROVED
117 C Street
Marysville, California 95901
530/749.2373 fax 530/749.2199
www.wilidan.com
Willdan Project No:
14359-1005
Jurisdiction Job No:
04-1628
Assessor's Parcel No:
069-020-012
Description:
Gilbert Residence
Dear Mr. Rutherford:
Willdan has completed a plan review of submitted plans and documents for the above referenced
project and recommends your approval.
The plans and documents provided for this review that have been found in compliance with the
applicable codes are:
1. Plans: Two (2) copies dated 3/18/2004 by Gary Hawkins
2. Structural Calculations: Two (2) copies dated 5/19/04 by Gary Hawkins
3. Energy Calculations: Two (2) copies date 5/2/04 by Barry Rubanoff
4. Truss Calculations: Two (2) copies dated 5/31/02 by Redong Yu P.E.
5. Retaining Wall Calculations: Two (2) copies undated, no author.
6. Miscellaneous Documents: One copy of site plan, stamped approved by Butte Co. Fire
Dept. and California Department of Forestry.
The plans have been stamped with the Willdan approval stamp and dated the date of this letter.
According to our previous letters relating to this project, the superseded plans and documents will be
discarded within 10 days unless we receive other instructions.
On the pages to follow is the identification of the codes and standards applicable to the project, a
code analysis, and identification of any deferred submittals.
APPLICABLE CODES
Unless noted otherwise, all comments are based on requirements of the 2001 California Building
Standards Code found in the California Code of Regulations, Title 24:
0 Part 2, known as the California Building Code and abbreviated herein as "CBC"
W I LLDAN
Serving Public Agencies
• Part 3, known as the California Electrical Code and abbreviated herein as "CEC"
• Part 4, known as the California Mechanical Code and abbreviated herein as "CMC"
• Part 5, known as the California Plumbing Code and abbreviated herein as "CPC"
• Part 6, known as the California Energy Code, and Energy Commission Standards, and
abbreviated herein as "CECS"
CODE ANALYSIS
Type of
Type of
1" Floor
2" Floor
Occupancy
Construction
Sprinklers
Stories
S Ft
S Ft
Total Sq Ft
R-3
V -N
No
2
668
2075
2743
U1
V -N
No,
1
749
749
Covered
V -N
No
2
497
497
994
Areas
SPECIAL INSPECTION NEEDS
Our plan review reveals no special inspection needs pursuant to CBC 1701.
DEFERRED SUBMITTALS
Our plan review reveals no deferred submittals noted at this time.
Sincerely,
i
Rick Essenwanger Gordon Wright, P.E.
Plans Examiner Plan Check Engineer
CC: Alice Mefford at Butte County Email: amefford@buttecounty.net
John Starr, Better Builders Construction, 5263 Royal Oaks Drive, Oroville, CA 95966,
E -Mail: bbcinc@ips.net
Gary Hawkins, 1370 Ridgewood Street Suite 10, Chico, CA 95973
i
X14 SITE PLAN REVIEW APPLICATION
Date: 5 09 AP#. 00 `Q�o -0 11Z
Permit Number (if applicable) V � _/�
Parcel Size:
Owners Name:
Owners Address:
Telephone No.:
Situs Address:
Proposed Use:
h—
Residential
0 New Single Family Residential
❑ Single Family Addition ❑ Single Family Remodel
❑ Mobile Home
Residential Accessory- d' qV
❑ Permanent Second Dwelling
❑ Temporary Mobile Home (Aunt Minnie)
❑ Temporary Travel Trailer
❑ Multi -family '
Non-residential
❑ New Commercial
❑ Commercial Addition ❑ Commercial Remodel
❑ New Industrial
❑ Industrial Addition ❑ Industrial Remodel
Other
❑ Septic ❑ Well
❑ Agricultural Exempt Building
❑ Other:
Brief Explanation (if necessary):
DO NOT WRITE BELOW THIS LINE
DEVELOPMENT SERVICES INFORMATION (For Staff Use)
Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval
® Site Plan Stamped Approved'
By 4& Date
Page 1 of 5
ALL ITEMS CHECKED APPLY TO THE PROPERTY
Parcel Is In:
❑ Snow Load Area:
❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract
❑ Nitrate Action Plan (See Environmental Health for standards)
❑ Watershed Protection Overlay Zone (See attached standards and requirements)
® Expansive Soils (Test for expansive soils and if verified proper foundation design required)
SRA - (CDF to determine specific requirements)
❑ 100 -Year Flood Plain: (e attached)
• Flood Zone:
• Flood Panel No.: (r�1Q� 8.ZS�- :Index Date:
❑ Sacramento River Reclamation District (Approval must be obtained from the 0alitornia Reclamation Board)
❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board)
❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements)
❑ Chapman/Mulberry (See attached standards and requirements)
❑ Cohasset Area (See attached standards and requirements)
❑ Grading Zone (See attached handout)
Use Requires:
❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit
❑ Minor Variance ❑ Variance
-----------------------------------------------------------------------------
❑ Detached Building Use Form ❑ Encroachment -Permit
❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement
Zoning:
Applicable Building Setbacks:
❑ Setbacks drawn on site Plan, ❑ CDF approval needed for encroachments into SRA setbacks.
Page 2 of 5
Zoning Code
Streets & Highways
Fire Prevention
Subdivision Map
Front
��'
9 L
Side
Side Street
Rear
i
Height
Waterway
N/A
N/A
N/A
� i P U �l
❑ Setbacks drawn on site Plan, ❑ CDF approval needed for encroachments into SRA setbacks.
Page 2 of 5
s`
titApplicable Development Fees:
Standard Fees Amount
❑ Fire
❑ School*
❑ Parks/Recreation
❑ Roads
❑ Sheriff
❑ Drainage
❑ NCSP/CSA 87
❑ Chico Urban Area — Road
❑ Thermalito Impact
❑ Other
` Formula
-------------------------------------------------------------------------=----------- ------------------------------------
Subdivision Map Special Fees
❑ Water Tender
❑ Road Improvement
❑ North Oroville Area
❑ Other (per map)
* Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of
the building permit.
Parcel Created By
❑ Deeds:
Date of Creation: Legal Access Provided: ❑ No ❑ Yes
Deed of Reference: Legal Access Required ❑ No ❑ Yes
Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name:
Complies with County Standards for Deed Creation:❑ No ❑ Yes
Comments:
❑ Parcel Deemed to be legal
❑ Verify Legal Parcel '❑ Verify Legal Access ❑Provide Deed of Creation
❑ Obtain a Certificate of Compliance
❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment
❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23).
❑ Construct road to: ❑ Meet Parcel size required by zone
❑ Meet current Environmental Health Department requirements
Paae 3 of 5
Subdivision Map/Parcel Man: /Y U, �5 � -*(.,
Map Date of Recording: a 7
Lot:
❑ Use Permit/Minor Use Permit
Permit Number:
Book: 6 & Page: l —6,7 -
Date of Approval:
Parcel Map/Subdivision Map/Use Permit Conditions
❑ Comply with the following Conditions of Approval:
❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290
❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the
National Fire Protection Association Standard for 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 the Fire Department specifications, serves
the parcel.
❑ 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.
❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan
must be prepared by a registered civil engineer or other qualified professional and be
submitted to and approved by the Department of Public Works.
❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate
Battalion Water Tender Fund may be required.
❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil
construction associated with residential development.. Approved dust control measures are
found in the fugitive dust control plan for the site approved by the Butte County Air Quality
Management District, a copy of which can be obtained from the Butte County Department
of Development Services, Building Division."
❑ Engineered foundations are required.
❑ Class A roofs are required.
❑ Property owners responsible for roa
LN
Paae 4 of 5
F-1
0
u
Summary of Specific Requirements:
This information provided in this summary is based on the application information and on the best available data at the time
of review.
C:\Larrys\Buildina Permit Site Plan Reviewl.doc
Page 5 of 5
v�
Job number >> 04-066 DATE 5/19/04
Structural Calculations for
John Starr
Gilbert -Residence
Oroville, Ca.
Gary Hawkins
Architect
1370 Ridgewood Dr. Ste 10
Chico, Ca. 95973
(530) 892-2700
'(530) 893.-0532 Fax
ARHA
Ch'i
N� REq-., �Q-
9T
F OF CA��F
000-0
BUTTE couNrY
BUILDING DIVISION
APPROVED ,
1
1
1
1
1
1
1
1
1
1
1
ti
CALCDATA
11/13/97
------------------------------------------------------------------------
Rev 4-20-94
Calculation data
-------------------------------------------------------------------------
Description >>
----------------------------------------------------------
--------------
Jurisdiction
Butte County
Code referenced
1997 UBC
2001 CBC
Wind loading
Basic wind speed
75 MPH
Exposure
B
Seismic loading
Seismic zone
3
Gravity loading
Roof live load
16
PSF
Floor live load
40
PSF
Balcony live load:
n/a
PSF
Soil data
Allowable bearing:
1200
PSF
File >LATDATA3
Rev 8-8-95 Wind pressures on structures
Description >>
Exposure
> B
.0068
.0073
Importance factor
> 1.00
.0087
.0094
Basic wind speed
> 75.00
mph
qs > 14.50 psf
Roof pitch
> 4.00
in 12
A > 18.43 degrees
* * * P R I M A R. Y
F R A M E S
A N D
S Y S T E M S
C O M P O
N E N T S
Direction
1.20
.0108
Ht.
<0'-151> <20'> <251>
Assembly description
.0108
Ce
.62 .67 .72
Cq
W A L L S
Windward walls .80
Leeward walls .50
Total wall
R 0 0 F
Wind perpendicular to ridge
Leeward or flat roof
Windward roof
Slope 2:12 to less than 9:12
Slope 2:12 to less than 9:12
Roof total
Wind parallel to ridge and flat roofs
* * * E L E M E N T S A N D
W A L L
All structures
Enclosed structures
Open structures
Parapets
R 0 0 F.
Enclosed structures
Slope less than 9:12
Open structures
Slope less than 9:12
* * * L 0 C A L A R E A S
Wall corners
Canopies or overhangs at
eaves or rakes
Roof.ridges at ends of buildings
or eaves and roof edges at'building
corners
Eaves or rakes without overhangs
away from building corners and
ridges away from ends of building
.0072 .0078
.0045 .0049
.0117 .0126
.0084
.0052
.0136
.70
.0063
.0068
.0073
.90
.0081
.0087
.0094
.30
.0027
.0027
.0031
3.00
.0090
.0095
.0104
.70
.0063
.0068
.0073
C O M P O
N E N T S
1.20
.0108
.0117
.0125
1.20
.0108
.0117
.0125
1.60
.0144
.0155
.0167
1.30
.0117
.0126
.0136
1.10
.0099
.0107
.0115
1.60
.0144
.0155
.0167
A T D I
S.0 0 N T
I N U I
T I E S
2.00
.0180
.0194
.0209
2.80
.0252
.0272
.0292
3.00
.0270
.0291
.0313
2.00
.0180
.0194
.0209
1
1
1
1
1
1
1.
1
4
LOADS
DL
8:14 AM
------------------------------------------------------------------------
REV 8-13-92
LOAD SUMMARY MODULE
5/19/04
------------------------------------------------------------------------
DESCRIPTION >>
16.00 PSF
------------------------------------------------------------------------
TL
37.00 PSF
------------------------------------------------------------------------
ASSEMBLY >roof
SLOPE > 5.00IN 12
> 22.62
DEGREES
NO. DESCRIPTION
UNIT WT. PITCH?
ADJ. WT.
15 CONCRETE TILE
9.50
9.50
22 1/2" PLYWOOD
1.50
1.50
39 2 X 6 - 24"
1.10
1.10
39 2 X 6 - 24"
1.10
1.10
60 INSULATION R38
2.20
2.20
64 MISC.
2.00
2.00
84 5/8" GYPSUM BD
2.80
2.80
------------------------------------------------------------------------
DL
20.20
USE: 21.00 PSF
LL
16.00 PSF
------------------------------------------------------------------------
TL
37.00 PSF
ASSEMBLY >wall
SLOPE
> IN 12
>
DEGREES
NO.
DESCRIPTION
UNIT WT.
PITCH? ADJ. WT.
85
7/8" PLASTER
8.00
8.00
21
3/8" PLYWOOD
1.10
1.10
38
2 X 6 - 16"
1.70
1.70
58
INSULATION R19
1.10
1.10
64
MISC.
2.00
2.00
83
1/2" GYPSUM BD
2.50
2.50
DL 16.40 USE: 17.00 PSF
Lt PSF
------------------------------------------------------------------------
TL 17.00 PSF
LOAD—S 8:17 AM
-------------------=----------------------------------------------------
REV 8-13-92 LOAD SUMMARY MODULE 5/19/04
------------------------------------------------------------------------
DESCRIPTION >>
------------------------------------------------------------------------
ASSEMBLY >floor
SLOPE > IN 12 > DEGREES
NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT.
77 CARPET/PAD 1.00 1.00.
24 3/4" PLYWOOD 2.30 2.30
90 TJI/PRO-150 11 7/8 2.50 2.50
58 INSULATION R19 1.10 1.10.
------------------------------------------------------------------------
DL
6.90
USE: 7.00 PSF
LL
40.00 PSF
------------------------------------------------------------------------
TL
47.00 PSF
ASSEMBLY >floor
SLOPE
> IN 12
>
DEGREES
NO.
DESCRIPTION
UNIT WT.
PITCH? ADJ. WT.
77
CARPET/PAD
1.00
1.00
24
3/4" PLYWOOD
2.30
2.30
90
TJI/PRO-150 11
7/8 2.50
2.50
58
INSULATION R19
1.10
1.10
64
MISC.
2.00
2.00
84
5/8" GYPSUM BD
2.80
2.80
------------------------------------------------------------------------
DL 11.70 USE: 12.00 PSF
LL 40.00 PSF
--------------------7---------------------------------------------------
TL 52.00 PSF
P, pZ
w
27�
z4jZ���Cro1L,)
oy 4.1
\0 P/
I�
SSBM_6 11:11 PM
------ -----------------------------------------
Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/24/04
--------------------------------------------------------
Description » rb-1
---------------------------------GENERAL--------------------------------
Span (L) > 18.000 feet Repetetive ? > N
Reduce shear for bm depth > Y
Laterally supported (YIN) > Y
' lu > .000 feet
le > .000 feet
Slenderness factor Cs > .000
Ck > 22.210
r -------------------------------- ACTIONS ---------- - ----------------------
Uniform dead load > .273 kips/ft 57 Is TL
Uniform live load > .208 kips/ft 43 Is TL
Uniform total load > ..481 kips/ft
End reactions ...........................
DL > 2.457. kips
LL > 1.872 kips
TL > 4.329 kips
Design loads ............................
Total load moment (M) > 19.481 ft -kips
Total load shear (V) > 4.329 kips
--------------------------LUMBER DESIGN VALUES --------------------------
Base values
' Species Grade Fb Ft Fv Fcl FcJJ E
DFGL 24F -V4 2400 1150 165 650 1650 1800000
Size factor Cf > .976 Apply to Fb
' Size factor Cf > 1.000 Apply to Ft
Size factor Cf > 1.000 Apply to Fc1
Repetitive member factor Cr >. 1.000
Load duration factor Cd > 1.000
Adjustment for lateral support > 1.000
Adjusted values
Species Grade Fb Ft Fv FcJ- Fc1 E
DFGL- 24F -V4 2341 1150 165 650 1650 1800000
---
------------------------BEAM DATA -------------------------------
Member width > 5.125 inches
' Member depth > 15.000 inches
Required Actual Comment
S (in"3) > 99.848 192.188 <ok>
A (in"2) > 33.889 76.875 <ok>
I (in -4) > 1441.406
------------------------------DEFLECTIONS-------------------------------
Total load deflection > .438 inches L/ 493 <OK>
' Live load deflection > .189 inches L/ 1141 <OK>
Dead load deflection > .249 inches
Minimum camber (glu-lams) > .373 inches <1.5*DL deflection>
' Standard 20001R camber > .243 inches
--------------------------CHECK MIN. BRG. AREA --------------------------
-Minimum area > 6.660 in^2
Minimum length > 1.300 inches Assuming full width bearing
Minimum reinforcement as governed by:
---Minimum reinforcement --
'
1
No.
1
bars e.w.
1
No.
PT_FTG2
bars e.w.
4:36 PM
---
1
-----------=---------------------------------------------------------
Rev 9-30-93 Point
footing
8/23/04
1--------------------------------------------------------
Description >>F-1
No.
7
bars e.w.
-------------Load data -------------
P P > 4.575 kips
--------------Soil
Soil brg
data -------------
capacity> 1.200 ksf
Uniform load > .000 kips/ft
Live load o > 43.000
--------------Concrete-------------
----------Reinforcing
steel---------
'
:F'c > 2.500 ksi
Fy
> 40.000 ksi
m > 18.824
----------------------900-----Footing
data ------------------------------
Footing size > 2.330
feet
Footing thickness (t) > 12.000
inches
<ok>
'
Distance to reinf. (d) >. 8.000
inches
Footing weight > .814
kips
Total P axial > 5.389
kips
'
Total bearing pressure > .993
ksf
<ok>
Net bearing pressure > .843
ksf
'
Factored bearing pressure > 1.289
ksf
(1.7*LL+1.4*DL)
----------------------------Footing
stresses----------------------------
Diagonal tension - factored loads -
one way
action <ok>
'
Vu=(P net)*(effective area)
> 2.497
kips
.Vn=Vc=2(F'c)".5*bw*d
> 22.368
kips
'
0 Vn
> 20.131
kips
Diagonal tension - factored loads -
two way
action <ok>
.Vu=(P net)*(effective area)
> 6.423
kips
Vn=Vc=4(Flc)".5*bo*d
> 51.200
kips
0 Vn
> 46.080
kips
-------------------------Footing reinforcement
--------------------------
Mu=(P net)*bl"2/2
> .874
ft-kips/ft
Required Rn=(Mu/o)bd-2
> 15.181
psi
Required p (bending moment)
> .0004
Required As (bending moment)
> .037
in"2/ft = .085 in^2
Min. required p UBC 2610(f)
> .0005
33% increase applied
'
Min. required As UBC 2610(f)
> .049
in"2/ft = .113 in^2
Minimum reinforcement as governed by:
---Minimum reinforcement --
'
1
No.
4
bars e.w.
1
No.
5
bars e.w.
1
No.
6
bars e.w.
1
No.
7
bars e.w.
re,it. - z -
t2 �-
Pt
01—
.00
'
to
'
SSBM_6
11:23 PM
------------------------------------------------------------------------
Rev 9-13-93 ''SIMPLE
SPAN BEAM - UNIFORM LOAD 5/24/04
------------------------------------=-------------------
Description » RB -2
---------------------------------GENERAL--------------------------------
Span (L) >
14.000 feet Repetetive ? > N
Reduce shear for bm depth >
Y
'
Laterally supported (YIN) >
lu >
Y
.000
feet
le >
.000
feet
Slenderness factor Cs >
.000
Ck >
22.210
--------------------------------ACTIONS---------------------------------
Uniform dead load >
.399
kips/ft 57 o TL
'
Uniform live load >
Uniform total load >
.304
.703
kips/ft 43 % TL
kips/ft
End reactions ...........................
'
DL >
LL >
2.793
2.128
kips
kips
TL >
4.921
kips
Design loads.. ..........................
Total load moment (M) >
17.224
ft -kips
'
Total load shear (V) >
4.921
kips
--------------------------LUMBER DESIGN
VALUES --------------------------
'
Base values
Species Grade Fb
Ft
Fv Fcl Fc -u E
DFGL 24F -V4 2400
1150
165 650 1650 1800000
Size factor Cf
> .976 Apply to Fb
'
Size factor Cf
Size factor Cf
> 1.000 Apply to Ft
> 1.000 Apply to Fcl
Repetitive member factor Cr
> 1.000
Load duration factor Cd
Adjustment for lateral support
> 1.000
> 1.000
Adjusted values
Species Grade Fb
DFGL 24F -V4 2341
Ft
1150
Fv Fcl FcJJ E
165 650 1650 1800000
--- --------------------------BEAM
DATA -------------------------------
Member width >
5.125
inches
Member depth >
15.000
inches
Required
Actual
Comment
S (in"3) > 88.279
192.188
<ok>
'
A (in"2) > 36.748
I (in"4) >
76.875
1441.406
<ok>
------------------------------DEFLECTIONS-------------------------------
Total load deflection >
Live load deflection >
.234
.101
inches L/ 717 <OK>
inches L/ 1659 <OK>
Dead load deflection >
.133
inches
Minimum camber (glu-lams) >
.199
inches <1.5*DL deflection>
Standard 20001R camber >
.147
inches
--------------------------CHECK MIN.
BRG. AREA --------------------------
minimum area > 1.571
in"2
Minimum length > 1.477
inches
Assuming full width bearing
1-17W.- t . l/Ah . ooayL
C
001
rz
ax 14 vr-f'- r
Y
i7,
'
SSBM_6
11:14 PM
------------------------------------------------------------------------
Rev 9-13-93 SIMPLE
SPAN BEAM - UNIFORM LOAD 5/24/04
------------------------
Description » hdr-1
=-------------------------------
---------------------------------GENERAL------------------
Span (L) >
16.500
feet Repetetive ? > N
Reduce shear for bm_depth >
Y
'
Laterally supported (Y/N) >
lu >
Y
.000
feet
le >
.000
feet
Slenderness factor Cs >
.000
C
-------------------------------ACTIONS--
-AC
-
------------------------------
Uniform dead load >
.105
kips/ft 57 o TL
'
Uniform live load >
Uniform total load .>
.080
.185
kips/ft 43 o TL
kips/ft
End reactions ...........................
'
DL >
LL >
.866
.660
kips
kips
TL >
1.526
kips
Design loads ............................
Total load moment (M) >
6.296
ft -kips
'
Total load shear (V) >
1.526
kips
------------------.--------LUMBER DESIGN
VALUES -7 -------------------------
Base values
Species Grade Fb
Ft
Fv Fc1 FcJJ E
DFL N01 -BM 1350
675
85 625 925 1600000
Size factor Cf
> 1.000 Apply to Fb
Size factor Cf
Size factor Cf
> 1.000 Apply to Ft
> 1.000 Apply to Fcl
Repetitive member factor Cr
> 1.000
Load duration factor Cd
Adjustment for lateral support
> 1.000
> 1.000
Adjusted values
Species Grade Fb
DFL N01 -BM 1350
Ft
675
Fv Fc1 FcJJ E
.85 625 925 1600000
---------.-----------------------BEAM
DATA --------------------------------
Member width >
3.500
inches
Member depth >
13.250
inches
'
Required
Actual
Comment
S (in -3) > 55.963
102.411
<ok>
'
A' (in"2) > 23.329
I (in"4) >
46.375
678.476.
<ok>
------------------------------DEFLECTIONS--------------------------------
'
Total load deflection >
Live load deflection >
.284
.123
inches L/ 697 <OK>
inches L/ 1611 <OK>
Dead load deflection >
.161
inches
Minimum camber (glu-lams) >
.242
inches <1.5*DL deflection>
Standard 20001R camber >
.204
inches
t
--------------------------CHECK
MIN. BRG. AREA--------------------------
Minimum area > 2.442
in -2
Minimum length > .698
inches
Assuming full width bearing
lk y V) 0 rl"ll
viz., It L (:^ I4
(000
0 P5
�52 tl�q
2.4, F- --
Ve-
f2z , 2 . Q (,o 14- S Tom. ,
A -or TYLtJs.S P� Z /
1,
I'M12 - Z J�v/Kl- t:�I'-7-P
if -z- 71 Sc" Ic
m
C��' �.:` . I
I -In Yz,
02 r-,c-�P
. 4D4 -1c- fi ,Btu k- ' 0�5r 204 k
t)q:. 2r- 24.cp m iv $ ,
t
1
1
1
t
1
1
1
t
1
1
1
1
1
EA
--SSBM-636 AM
--------------------------------------------------------12_-
Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 5/25/04
Description >> HDR -4
---------------------------------GENERAL------------------------------
Span (L) > 6.500 feet Repetetive ? > N
Reduce shear for bm depth > Y
Laterally supported .(Y/N) > Y
lu > .000 feet
le > .000 feet
Slenderness factor Cs > .000
Ck > 27.920
--------------------------------ACTIONS---------------------------------
Uniform dead load > .431 kips/ft 57 o TL
Uniform live load > .328 kips/ft 43 Is TL
Uniform total load > .759 kips/ft
End reactions ...........................
DL > 1.401 kips
LL > 1.066 kips,
TL > 2.467 kips
Design loads ............................
Total load moment (M) > 4.008 ft -kips
Total load shear (V) > 2.467 kips
--------------------- - ---- LUMBER DESIGN VALUES -----------------------
Base values
Species Grade Fb Ft Fv Fc1 FcJJ E
DFL N01 -BM 1350 675 85 625 925 1600000
Size factor Cf > 1.000 Apply to Fb
Size factor Cf > 1.000 Apply to Ft
Size factor Cf > 1.000 Apply to Fcl
Repetitive member factor Cr > 1.000
Load duration factor Cd > 1.000 <<
Adjustment for lateral support > 1.000
Adjusted values
Species Grade Fb Ft Fv Fc1 FcJJ E
DFL N01 -BM 1350 675 85 625 925 1600000
----------------------------- BEAM DATA -------------------------------
Member width > 5.500 inches
Member depth > 9.250 inches
Required Actual Comment
S (in^3) > 35.631 78.432 <ok>
A (in"2) > 33.206 50.875 <ok>
I (in -4) > 362.749
------------------------------DEFLECTIONS-------------------------------
Total load deflection > .053 inches L/ 1485 <OK>
Live load deflection > .023 inches L/ 3436 <OK>
Dead load deflection > .030 inches
Minimum camber (glu-lams) > .045 inches <1.5*DL deflection>
Standard 2000'R camber > .032 inches
------.--------------------CHECK MIN. BRG. AREA --------------------------
Minimum area > 3.947 in"2
Minimum length > .718 inches Assuming full width bearing
I,
1
1
1
1
1
1
1
1
1
1
1
r Z- TttE. LOA
RA IL.;, WVNIO Trtf�-
LoA-\-2
L�,�Y� � 0I� �iS►� CSL
o 4,0 b c,
r o � 2 �/t ►- 1�' C.
Ari- 2 11 "ac-, e
/ li d - r/r 77
11 /Y�rr� I
Gv /
6
t
2U
100%
BCI 500 Series Joist - 2" Flange Width
Total Load values are limited by shear, moment, or
deflection equal to U240.
Live Load values are limited by deflection equal to U480
For deflection limits of U360 and U960, multiply the Live
Load values by 1.33 and 0.50 respectively.
Both the Total Load and Live Load columns must be
checked. Where a Live Load value is not shown, the Total
Load value will control.
• Table values apply to either simple or multiple span joists.
Span is measured center to center of the minimum
required bearing length. Analyze multiple span joists with
-the BC Calc software if the length of any span is less than
half the length of an adjacent span.
Ill
• Table values assume that sheathing is nailed; but not
glued, to the joists.
• Total Load values assume minimum bearing lengths
without web stiffeners for joist depths of 16 inches and
less. 18 and 20 inch joists require web stiffeners.
• For assistance with floor design, consult the section
About Floor Performance on Page 4.
• This table was designed to apply to a broad range of
applications. It may be possible to exceed the limitations
of this table by analyzing a specific application with the
BC Calc software.
lei 1
Live
Load
Total
Load
Span
(1t)
Live Total
Load Load
Live Total
Load Load
Live Total
Load Load
6
293
310
-
313
-
320
7
251
-
266
-
269
-
274
S
220
-
233
-
235
-
240
9
--10
-
196
---
-
207
-
209
-
213
-
176
-
186
----
188
-
192
11
143
160
-
169
-
171
-
175
12
113
147
-
155
-
157
-
160
13
90
135
-
143
-
145
-
148
14
73
126
119
133
-
134
-
137
15
16
60
50
112
98
99
82
124
116
-
-
125
118
-
-
128
120
17 ,
18
42
84
70J
109
100
111
-
113
59 103
85 104
-
107
19
51
92
73
99
98
101
20
21
44
83
63
55
94
90
84
74
96
91
22
48
84
65
87
23
42
77
57
83
24
50
80
25
26
45
40
76
70
Total Load values are limited by shear, moment, or
deflection equal to U240.
Live Load values are limited by deflection equal to U480
For deflection limits of U360 and U960, multiply the Live
Load values by 1.33 and 0.50 respectively.
Both the Total Load and Live Load columns must be
checked. Where a Live Load value is not shown, the Total
Load value will control.
• Table values apply to either simple or multiple span joists.
Span is measured center to center of the minimum
required bearing length. Analyze multiple span joists with
-the BC Calc software if the length of any span is less than
half the length of an adjacent span.
Ill
• Table values assume that sheathing is nailed; but not
glued, to the joists.
• Total Load values assume minimum bearing lengths
without web stiffeners for joist depths of 16 inches and
less. 18 and 20 inch joists require web stiffeners.
• For assistance with floor design, consult the section
About Floor Performance on Page 4.
• This table was designed to apply to a broad range of
applications. It may be possible to exceed the limitations
of this table by analyzing a specific application with the
BC Calc software.
�Lo o (Z.-
w= -
("ov
2.L
SSBM_6
_
1205 AM
-- ------
Rev 9-13-93 SIMPLE
- ---
SPAN BEAM.- UNIFORM LOAD 5/25/04
------------------
--Description ->> fb-1
--------------------------------------
---------------------------------GENERAL--------------------------------
Span (L) >
16.500 feet Repetetive ? > N
Reduce shear for bm'depth >
Y
I
Laterally supported (YIN) >
lu >
Y
.000
feet
le >
.000
feet
Slenderness factor Cs >
.000
Ck >
27.920
--------------------------------ACTIONS
------------------ ---------------
Uniform dead load >
.070
kips/ft 20 o TL
Uniform live load >
Uniform total load >
.280
.350
kips/ft 80 o TL
kips/ft
End reactions ...........................
DL >
.578
kips
LL >
2.310
kips
TL >
2.888
kips
Design loads ............................
Total load moment (M) >
Total load shear (V) >
11.911
2.888
ft -kips
kips
--------------------------LUMBER DESIGN
VALUES --------------------------
Base values
Secies Grade Fb
p
Ft
Fv Fc1 FcJJ E
-
DFL N01 BM 1350
675
85 625 925 1600000
Size factor Cf
> 1.000 Apply to Fb
Size factor Cf
Size factor Cf
> 1.000 Apply to Ft
> 1.000 Apply to Fc[L
Repetitive member factor Cr
> 1.000
Load duration factor Cd
Adjustment for lateral support
> 1.000
> 1.000
Adjusted values
Species Grade Fb
Ft
Fv Fcl FcJJ E
DFL N01 -BM 1350
675
85 625 925 160.0000
--------------------------------BEAM
DATA --------------------------------
Member width >
5.500
inches
Member depth >
11.250
inches
(._
Required
Actual
Comment
S (in"3) > 105.875
116.016
<ok>
A (in -2) > 45.165
I (in -4) >
61.875
652.588
<ok>
-----------=------------------
DEFLECTIONS
--------- - ---------- -----------
Total load deflection >
Live load deflection >
.559
.447
inches L/ 354 <OK>
inches L/ 443 <OK>
Dead load deflection >
.112
inches
Minimum camber (glu-lams) >
.168
inches <1.5*DL deflection>
Standard 20001R camber > .204
---------------------=---- CHECK MIN.
inches
BRG. AREA --------------------------
minimum area > 4.620
Minimum length > .840
in"2
inches
Assuming full width bearing
r,
1`
1
1
1
1
1
1
1
1
1
1
Fe( 'Ic—
Vj.7 1 d' ('7
COX 12.. i'� I� � �
R-9
\G ;
I Cot's
GrL r -S12 -
j ,� /0"9 /
t 2-
u� „� -� '.. Zc�j'a.) C � o d -c:>) ._ i � GCS r �t
41,
2�1
SSBM_6
PM
-------
------------------------------------------------------------
Rev 9-13-93 SIMPLE
----11:40
SPAN BEAM - UNIFORM LOAD 5/24/04
--------------------------------------------------------
Description >>FLR GIRDER
'
-----------------------------
Span (L) >
----GENERAL-=------------------------------
10.000 feet Repetetive ? > N
Reduce shear for bm depth >
Y
Laterally supported (YIN) >
Y
lu >
.000
feet
le >
.000
feet
Slenderness factor Cs >
.000
Ck >
27.920
--------------------------------ACTIONS---------------------------------
Uniform dead load >
.156
kips/ft 23 °s TL
niform live load >
Uniform total load >
.520
.676
kips/ft 77 $ TL
kips/ft
nd reactions ...........................
DL >
.780
kips
'
LL >
2.600
kips
TL >
3.380
kips
Design loads ............................
Total load moment (M) >
8.450
ft -kips
'
Total load shear (V) >
3.380
kips
--------------------------LUMBER DESIGN
VALUES --------------------------
'
Base values
Species Grade Fb
Ft
Fv Fc -L Fc -fl E
DFL N01 -BM 1350
675
85 625 925 1600000
Size factor Cf
> 1.000 Apply to Fb
Size factor Cf
Size factor Cf
> 1.000 Apply to Ft
> 1.000 Apply to Fci
Repetitive member factor Cr
> 1.000
'
Load duration factor Cd
Adjustment for lateral support
> 1.000
> 1.000
Adjusted values
Species Grade Fb
Ft
Fv Fc -L FcJJ E
'
DFL N01 -BM 1350
675
85 625 925 1600000
--------------------------------BEAM
DATA -------------------------------
Member width >
5.500
inches
Member depth >
11.250
inches
Required
Actual
Comment
S (in -3) > 75.111
116.016
<ok>
'
A (in -2) > 48.463
I (in"4) >
61.875
652.588.
<ok>
------------------------------DEFLECTIONS----------------------------=--
Total load deflection >
.146
inches L/ 824 <OK>
'
Live load deflection >
.112
inches L/ 1071 <OK>
Dead load deflection >
.034
inches
Minimum camber (glu-lams) >
.050.
inches <1.5*DL deflection>
Standard 20001R camber >
.075
inches
--------------------------CHECK MIN.
BRG. AREA --------------------------
Minimum area > 5.408 in"2
Minimum length > .983 inches
Assuming full width bearing
10
192
pwo
xl- t 1,21
-7,71
S 6o< I r."
4--
PT_FTG2-----------------------12_20 AM
Rev 9-30-93 Point footing 5/25/04
Description >>F -3
-------------Load data ------------ - --------------Soil data -------------
P > 6.350 kips Soil brg capacity> 1.200 ksf
Uniform load > .000 kips/ft
Live load > 58.000
--------------Concrete-----------------------Reinforcing steel ---------
FIc > 2.500 ksi Fy >. 40.000 ksi
m > 18.824
0. > .900
------------------------------Footing data ------------------------------
Footing size > 2.500 feet
Footing thickness (t) > 12.000 inches <ok>
Distance to reinf. (d) > 8.000 inches
Footing weight > .938 kips
Total P axial > 7.288 kips
Total bearing pressure > 1.166 ksf <ok>
Net bearing pressure > 1.016 ksf
Factored bearing pressure > 1.599 ksf (1.7*LL+1.4*DL)
----------------------------Footing stresses ----------------------------
Diagonal tension - factored loads - one way action <ok>
Vu=(P net)*(effective area) > 3.665 kips
Vn=Vc=2(Flc)".5*bw*d > 24.000 kips
Vn > 21.600 kips
Diagonal tension - factored loads - two way action <ok>
Vu=(P net)*(effective area) > 9.284 kips
Vn=Vc=4(F'c)^.5*bo*d > 51.200 kips
0 Vn > 46.080 kips
------------------------- Footing reinforcement --------------------------
Mu=(P net)*bl"2/2 > 1.249 ft-kips/ft
Required Rn=(Mu/o)bd"2 > 21.690 psi
Required p (bending moment) > .0005
Required As (bending moment) > .052 in-2/ft = .131 in"2
Min. required p UBC 2610(f) > .0007 33% increase applied
Min'. required As UBC 2610(f) > .070 in-2/ft = .174 in^2
Minimum reinforcement as governed by:
' ---Minimum reinforcement --
1 No. 4.bars e.w.
1 No. 5 bars e.w.
1 No. 6 bars e.w.
1 No. 7 bars e.w.
1
' Vu= (P net) * (effective area)
Vn=Vc=4(Flc)".5*bo*d
0 Vn
> 8.445 kips
> 51.200 kips
> 46.080 kips
-------------------------Footing reinforcement ---------------- .----------
Mu=(P net)*bl"2/2 > 1.136 ft-kips/ft
Required Rn=(Mu/O)bd"2 > 19.730 psi
Required p (bending moment) > .0005
Required As (bending moment) > .048 in"2/ft = .119 in"2
Min. required p UBC 2610(f) > .0007 33% increase applied
Min, required As UBC 2610(f) > .063 in"2/ft = .158 in -2
Minimum reinforcement as governed by:
---Minimum reinforcement --
'
1
No.
4
bars e.w.
'
PT_FTG-
5
bars e.w.
12:21 AM
---------------------------------------
Rev 9-30-93 Point
-------------------------
footing
6
7
5/25/04
Description >>F -4
-------------Load data -------------
--------------Soil
data-- ----- - -----
P > 5.776 kips
Soil brg
capacity>
1.200 ksf
Uniform load > .000 kips/ft
Live load o > 58.000
--------------Concrete-------------
----------Reinforcing
steel ---------
'
FIc > 2.500 ksi
Fy
>
40.000 ksi
m > 18.824
0 > .900
'
------------------------------Footing
data ------------------------------
Footing size > 2.500
feet
Footing thickness (t) > 12.000
inches
<ok>
Distance to reinf. (d) > 8.000
inches
Footing weight > .938
kips
Total P axial > 6.714
kips
Total bearing pressure > 1.074
ksf
<ok>
Net bearing pressure > .924
ksf
Factored bearing pressure > 1.455
ksf
(1.7*LL+1.4*DL)
----------------------------Footing
stresses
----------------------------
Diagonal tension- factored loads -
one way
action
<ok>
'
Vu=(P net)*(effective area)
> 3.334
kips
Vn=Vc=2(F'c)^.5*bw*d
> 24.000
kips
0 Vn
> 21.600
kips
Diagonal tension - factored loads -
two way
action
<ok>
' Vu= (P net) * (effective area)
Vn=Vc=4(Flc)".5*bo*d
0 Vn
> 8.445 kips
> 51.200 kips
> 46.080 kips
-------------------------Footing reinforcement ---------------- .----------
Mu=(P net)*bl"2/2 > 1.136 ft-kips/ft
Required Rn=(Mu/O)bd"2 > 19.730 psi
Required p (bending moment) > .0005
Required As (bending moment) > .048 in"2/ft = .119 in"2
Min. required p UBC 2610(f) > .0007 33% increase applied
Min, required As UBC 2610(f) > .063 in"2/ft = .158 in -2
Minimum reinforcement as governed by:
---Minimum reinforcement --
'
1
No.
4
bars e.w.
1
No.
5
bars e.w.
1
1
No.
No.
6
7
bars e.w.
bars e.w.
i■
Z ``1
PT_FTG2
12_22
------------------------------------------------------------------
Rev 9-30-93 Point
footing
-AM
5/25/04
Description >>F -5.
-------------Load data -------------
--------------Soil
data ------------=
'
P > 9.130 kips
Soil brg
capacity> 1.200 ksf
Uniform load > .000 kips/ft
Live load o > 58.000
--------------Concrete-------------
----------Reinforcing
steel ---------
'
F'c > 2.500 ksi
Fy
> 40.000 ksi
M > 18.824
'
0 > .900
------------------------------Footing data ------------------------------
Footing size > 3.000
feet
Footing thickness (t) > 12.000
inches
<ok>
Distance to reinf. (d) > 8.000
inches
'
Footing weight > 1.350
kips
Total P axial > 10.480
kips
Total bearing pressure > 1.164
ksf
<ok>
Net bearing pressure > 1.014
ksf
Factored bearing pressure > 1.597
ksf
(1.7*LL+1.4*DL)
------------------------ ----Footing
stresses---------------------------
-
Diagonal tension - factored loads -
one way
action <ok>
'
Vu= (P net) * (effective area)
5.58.9
kips
>
Vn=Vc=2(F'c)".5*bw*d
> 28.800
kips
¢ Vn
> 25.920
kips
Diagonal tension - factored loads -
two way
action <ok>
'
Vu=(P net)*(effective area)
> 13.661
kips
Vn=Vc=4(F'c)".5*bo*d
> 51.200
kips
Vn
> 46.080
kips
'
-------------------------Footing reinforcement----
----------------------
Mu=(P net)*bl-2/2
> 1.796
ft-kips/ft
Required Rn=(Mu/o)bd"2
> 31.186
psi
'
Required p (bending moment)
> .0008
Required As (bending moment)
> .075
in"2/ft = .226 in -2
Min. required p UBC 2610(f)
> .0010
33% increase applied
Min. required As UBC 2610(f)
> .100
in"2/ft = .301 in -2
Minimum reinforcement as governed by:
---Minimum reinforcement --
2 No. 4 bars e.w.
1 No. 5 bars e.w.
1 No. 6 bars e.w.
1 No'. 7 bars e.w.
i■
'
PT_FTG2
--------------------------------------------------------=----
Rev 9-30-93 Point
footing
---12_23-AM
5/25/04
-------------------------------------------------------------
Description >>F-6
--------------- Load data -------------
----- - --------
Soil data7 ------------
P P > 17.940 kips
Soil brg
capacity> 1.200 ksf
Uniform load > .000 kips/ft
Live load % > 58.000
--------------Concrete-------------
----------Reinforcing
steel ---------
FIc > 2.500 ksi
Fy
> 40.000 ksi
m > 18.824
900
'
---------------------------Footing
data------------------------------
Footing size > 4.330
feet
Footing thickness (t) > 12.000
inches
<ok>
'
Distance to reinf. (d) > 8.000
inches
Footing weight > 2.812
kips
Total P axial > 20.752
kips
'
Total bearing pressure > 1.107
ksf
<ok>
Net bearing pressure > .957
ksf
1
Factored bearing pressure > 1.506
ksf.
(1.7*LL+1.4*DL)
----------------------------Footing
stresses
----------------------------
Diagonal tension - factored loads -
one way
action <ok>
Vu=(P net)*(effective area)
> 11.945
kips
Vn=Vc=2(F'c)-.5*bw*d
> 41.568
kips
'
Vn
> 37.411
kips
Diagonal tension - factored loads -
two way
action <ok>
'
Vu=(P net)*(effective area)
> 27.568
kips
Vn=Vc=4(F'c)-.5*bo*d .>
51.200
kips
Vn
> 46.080
kips
t-------------------------Footing
reinforcement-------------------------
Mu=(P net)*bl"2/2
> 3.530
ft-kips/ft
Required Rn=(Mu/o)bd"2
> 61.279
psi
Required p (bending moment)
> .0016
Required As (bending moment)
> .149
in"2/ft = .646 in -2
Min. required p UBC 2610(f)
> .0021
33% increase applied
'
Min. required As UBC 2610(f)
> .199
in-2/ft = .860 in"2
Minimum reinforcement as governed by:
---Minimum reinforcement --
5 No. 4 bars e.w.
3 No. 5 bars e.w.
2 No. 6 bars e.w.
2 No. 7 bars e.w.
Minimum reinforcement as governed by:
' ---Minimum reinforcement --
3 No. 4 bars a w.
2 No. 5 bars e.w.
2 No. 6 bars e.w.
1 No. 7 bars e.w.
PT_FTG2
12:24 AM
-----------------------------=----------------------------
Rev 9-30-93 Point
footing
5/25/04
-------------------7-----------------------------------------------
Description »F-7
-------------Load data ------ - ------
-- ------------
Soil data -------------
P P > 12.150 kips
Soil brg
capacity> 1.200 ksf
' Uniform load > .000 kips/ft
'
Live load % > 58.000
--------------Concrete-------------
----------Reinforcing
steel ---------
FIC > 2.500 ksi
Fy
> 40.000 ksi
m > 18.824
900
------------------------------ Footing data------------------------------
Footing size > 3.500
feet
Footing thickness (t) > 12.000
inches
<ok>
'
Distance to reinf. (d) > 8.000
inches
Footing weight > 1.838
kips
'
Total P axial > 13.988
kips
Total bearing pressure > 1.142
ksf
<ok>
Net bearing pressure > .992
ksf
'
Factored bearing pressure > 1.561
ksf
(1.7*LL+1.4*DL)
----------------------------Footing
stresses
----------------------------
Diagonal tension - factored loads -
one way
action <ok>
Vu=(P net)*(effective area)
> 7.741
kips
Vn=Vc=2(F'c)".5*bw*d
> 33.600
kips
'
Vn
> 30.240
kips
Diagonal tension - factored loads -
two way
action <ok>
'
Vu=(P net)*(effective area)
> 18.430
kips
Vn=Vc=4(Flc)".5*bo*d
> 51.200
kips
'
Vn
> 46.080
kips
-------------------------Footing reinforcement
---------------------------
Mu=(P net)*bl"2/2
> 2.391
ft-kips/ft
Required Rn=(Mu/o)bd"2
> 41.502
psi
'
Required p (bending moment)
> .0010.
Required As (bending moment)
> .101
in-2/ft = .352 in -2
Min. required p UBC 2610(f)
> .0014
33% increase applied
Min. required As UBC 2610(f)
> .134
in-2/ft = .468 in"2
Minimum reinforcement as governed by:
' ---Minimum reinforcement --
3 No. 4 bars a w.
2 No. 5 bars e.w.
2 No. 6 bars e.w.
1 No. 7 bars e.w.
1
n 't,.
PT_FTG2 ------12_24-AM
--------------------------------------------------------
Minimum reinforcement as governed by:
---Minimum.reinforcement--
2 No. 4 bars e.w.
1 -No. 5 bars e.w.
1 No. 6 bars e.w.
1 No. 7 bars e.w.
1
11
Rev 9-30-93 Point
footing
5/25/04
------------------------------------------------------------------------
Description >>F-8
'
-------------Load data -------------
P > 7.700 kips
--------------Soil
Soil brg
data-------------
capacity> 1.200 ksf
Uniform load > .000 kips/ft
Live load o > 58.000
'
--------------Concrete-------------
----------Reinforcing
steel ---------
FIc > 2.500 ksi
Fy
> 40.000 ksi
m > 18.824
> 90
------------------ -------.----Footing
data ------------------------------
Footing size > 2.750
feet
Footing thickness (t) > 12.000
inches
<ok>
Distance to reinf. (d) > 8.000
inches
Footing weight > 1.134
kips
'
Total P axial > 8.834
kips
Total bearing pressure > 1.168
ksf
<ok>
Net bearing pressure > 1.018
ksf
Factored bearing pressure > 1.603
ksf
(1.7*LL+1.4*DL)
----------------------------Footing
stresses*
----------------------------
'
Diagonal tension - factored loads -
one way
action <ok>
Vu=(P net)*(effective area)
> 4.591
kips
Vn=Vc=2(F'c)".5*bw*d
> 26.400
kips
'
0 Vn
> 23.760
kips
Diagonal tension - factored loads -
two way
action <ok>.
'
Vu=(P net)*(effective area)
>. 11.408
kips
Vn=Vc=4(F'c)".5*bo*d
> 51.200
kips
Vn
> 46.080
kips
-------------------------- Footing reinforcement----------------
----------
Mu=(P net)*bl"2/2
> 1.515
ft-kips/ft
Required Rn=(Mu/o)bd"2
> 26.302
psi
Required p (bending moment)
> .0007
Required As (bending moment)
> .064
in^2/ft = .175 in^2
'
Min. required p UBC 2610(f)
Min. required As UBC 2610(f)
> .0009
>
33% increase applied
in-2/ft = in -2
.084
.232
Minimum reinforcement as governed by:
---Minimum.reinforcement--
2 No. 4 bars e.w.
1 -No. 5 bars e.w.
1 No. 6 bars e.w.
1 No. 7 bars e.w.
1
11
File
-------7
>SHEARW
--------------- -------------------------------------------------
8:11 AM
5/19/04
REV. 6-17-99
Shearwall schedule
------------------------------------------------------------------------
Description >>
Common nails
(Box nails)
------------------------------------------------------------------------
Mark
Description
HF
DF
1
3/8" cdx plywood
with 8d nails
.213
.260
'
at 611, 1211 o.c.
( .173)
( .211)
2
3/8" cdx plywood
with 8d nails
.312
.380
'
at 411, 12" o.c.
(.253)
(.308)
3
3/8" cdx plywood
with 8d nails
.402
..490
at 311, 1211 o.c.
(.326)
(.397)
'
4
1/2" cdx plywood
with 10d nails
.254
.310
at 611, 1211 o.c.
(.206)
(.251)
5
1/211 cdx plywood
with 10d nails
.377
.460
at 411, 1211 o.c.
(.305)
(.373)
'
6
1/2" cdx plywood
with 10d nails
.492
.600
at 311, 1211 o.c.
(.399)
(.486)
7
1/2" gyp bd with
5d nails
wind
.082
.100
at 71, o.c. edge
& field Unblocked
seismic
.041
.050
8
5/8" gyp bd with
6d nails
wind
..094
.115
'
at.711 o.c. edge
& field Unblocked
seismic
.047
.058
9
7/8" cement plaster
over expanded metal
.148
.180
or woven wire lath
with no. 16 gage
staples,
(7/8" leg) at. 6"
o.c.
10
3/8" plywood siding
with 8d nails
.131
.160
'
at 611, 1211 o.c.
'
11
Simplex "Thermo -Ply
sheathing (0.115
structural (red)
inch thickness)
.144
.175
with no. 16 gage
staples (7/16" crown.
1-1/411 legs)
ME
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Job; 04 033a� Description;Garagetpenmeter3ftcondltion ysF�l�xt ?
General data;
Wall construction; concrete
' Configuration; Cantilevered n
Lateral load type; Soil pressure �
Backfill slope;
Allowable design stresses,-
oil;
tresses;
oil;
lass of materials (CBC);
User defined;
Ilowable bearing pressure;
1.500 ksf
1 000 ksf
Ilowable passive;
0.150 ksf/ft depth
ksf
11,11,15
�ateral
sliding coefficient;
0 250
0, 25AOf
oil weight;
0110 kcf
'
crease allowed for seismic/wind;
1 330 Applied? No
oncrete;
Masonry;
fc2 50(� ksi
fm5
] ksi
.FY so ksi
FY
so ksi FS
24.00 ksi
ES M29Q00000 psi
SEs?r29000000 psi
m 28.235
Em 1125000
n 25.78
�0900 �.
Init weight ,# 0150
kcf
Unit weight , 01s-35%Mkcf
M
i
i
I
Wall data
Cantilevered wall may use varying thickness segments
Segment;
(ft)
(ft)
Segment wd,
. Actual t (in)
Actual d(in)
Max. d(in)
'
1
0.000
to
0". 00•3 {'
0.200
L8•oC
4.000
5.688
2
2.000
to
300
0.100
8.000
4.000
5.688
'
3
0.000
to
0 c00
0.000
Lo --L!]
0.000
0.000
Segment;
b'd2
M(ft-kips)
1
192.00
0.203
2
192.00
0.013
3
0.00
0.000
rInput
user defined wall
thickness;
�"M�00.
inches
Loading
Wot, Axial; 0`000 ° kips/ft
WLL Axial;4 600 kips/ft
Equivalent fluid pressure (EFP); .030" ' kcf
Sloping backfill surcharge; 0.000 kcf
Design EFP; 0:030 kcf
Surcharge; Distance Surcharge
P(kips) . Description to wall(ft) height(ft)
Kr 2 000 Vehicle �000, X- 2 0.505 feet
Input surcharge height; nj0`0�Mfeet
Summary of lateral loads acting on wall (Cantilevered wall);
Wlate,,, at top of wall; . 0.0152 k/ft
w,ate,, at bottom of wall; 0.1052. k/ft
w,atera, at bottom of footing; 0.1352 k/ft
Additional concentrated load at top of wall; 0.000X, k/ft Load type; Wind
Concrete stem design
Load factor; TRUI � ,
Segment 1 reinforcing;
Factored design moment (M,,); 0.345
ft -kips
Max. allowable'd';
. 5.688 inches
d (in)
AS
Vertical reinforcing;
#5 bars at1t
inches olc
max. Y.4 000'
0.207
. in2/ft ,
Horizontal reinforcing;
#5 bars D at
gj5 inches o/c
0.248
in/ft
Temperature and shrinkage reinforcing;
Vert. AS min. 0.144
int/ft
Mn
3.49
ft -kips
Horiz. AS min. 0.240
int/ft
Check if wall is overreinforced,
pb 0.018
0.75pb 0.013
Asmax.
0.641
int/ft
Segment 2 reinforcing;
Factored design moment (Mu); 0.021
ft -kips
Max. allowable'd';
5.688 inches
d (in)
AS
Vertical reinforcing;
#5 bars � at
.
�.
v18, �- inches O/c
4 000
0.207
in2 /ft
Horizontal reinforcing;
#5 bars at
u ,
inches o/c
0.248
int/ft
Temperature and shrinkage reinforcing;
_.b�,
Vert. As min. 0.144
int/ft
Mn
3.494
ft -kips
Horiz. As min. 0.240
int/ft
Segment 3 reinforcing;
Factored design moment (M,); 0.000
ft -kips
Max. allowable'd';
0.000 inches
d (in)
As
Vertical reinforcing;
None atF.1
.
inches o/c'"0
000 ''
0.000
in21ft
Horizontal reinforcing;
None at
inches o/c
0.000
int/ft
Temperature and shrinkage reinforcing;
Vert. AS min. 0.000
in/ft
M,
0.00
ft -kips
t
Horiz. AS min. 0.000
in/ft
Check cantilevered walls to resist lateral forces when inadvertantly supported at top;
M max.
2.847 ft -kips
Factored design moment (Mu);
4.840 ft -kips
'
M max occurs at;
1.71 feet
Segment 1
1
Vertical reinforcing; AS
0.207 int
;
d
inches
R
' Footing design;
Toe length; 88 00 inches Safety factor; 1.658
'Heel length; 0.333 feet Soil pressure; 1.071 ksf Total footing length (L
Footing depth;
Overturning and soil p
); e�20;00` inches
x1200 inches
' ressure;
Consider ftg depth for gross OTM and sliding ? res
Design overturning moment (OTM); 0.441 ft-kips/ft
Ignore footing weight
Check stability and so
when calculating soil pressure? Yes v
' il pressure;
w Arm DLRM
Wog 0.000 kips 1.000 feet 0.000 ft -kips
W�� 0.600 kips 1.000 feet 0.600 ft -kips
Segment 1 0.200 kips 1.000 feet 0.200 ft -kips .
' Segment 2 0.
Segment 3 0.
Soil 0.
100 kips 1.000 feet 0.100 ft -kips
000 kips 1.000 feet 0.000 ft -kips
110 kips 1.500 feet 0.165 ft -kips
Keyway 0.050 kips 1.167 feet 0.058 ft -kips
Footing 0.250 kips 0.833 feet 0.208 ft -kips
Wog 0.710 kips Mpg min. 0.732 ft -kips
Wp� + W�� 1.
Check safety factor a
310 kips MDL+Mu 1.332 ft -kips
' gainst overturning;
Moi min./OTM 1.658 > 1.5 Ok!
'Eccentri
city (e); 0.154
feet
[A/2-( M-OTM/ WJ
L/6; 0.278
feet
2.039
feet
[3'L/2 -el
Resultant is within middle third of footing
Allowed;
Maximum soil pressure;
1.071
ksf
1.500
ksf [ Wtl/A + 6'Wtl'e/A^2 J
'
Minimum soil pressure;
0.201
ksf
1.500
ksf
'
Footing reinforcement;
Heel design;
Heel length;
0.333 feet
Vertical reinforcin spacin ;
Reinforcing 1 #5 bars I
at
18
36t pinches
inches o/c
o/c
d;�+
inches
Load factor
AS
0.103
in`/ft
MU
0.031 ft -kips
jW�17
�M
3.663 ft -kips
Toe design;
Toe length;
0.667 feet
Reinforcing; #5 bars
at
18
inches o/c
'
d;
8I , inches
AS
0.207
in`/ft
Max. soil pressure
1.071 ksf
At face of wall
0.721 ksf
Load factor
'
MU
0.360 ft -kips
IL-�' .117,�-
On
7.214 ft -kips
'
Longitudinal footing
reinforcement;
AS required = Area'
.002
AS min.
0.480 in`
bars •
AS
0.620 in`
.�
:4
r
6*
' Lateral sliding;
Rt vmWan 0.000
kips/ft
Min. AS
0.000 in` .
'
Rbased g 0.301
kips/fl
No ne
. sY.�
at z` ;1,8v'u inches o/c N/a
Calculate Wog' friction coefficient;
'
Lateral sliding resistance;
For class 5 soils;
0.178
kips/ft
Lateral sliding resistance 0.000
0.000
kips/ft
Limited to; 0.355 max (0.5'Wdl)
Allowable lateral passive pressure
0.150
ksf/ft depth
Consider footing for passive resistance?
ves
'
Lateral passive pressure provided;
0.075
kips/ft
[Footing only]
Net resistance provided by fooling only;
kips/ft
[Footing only]
Concrete slab at base of wall ?
_0.253
No •
'
Slab thickness; 000 inches
S4 t r
Width of slab;`rhir 26:000L�Osjfeet
Resistance provided by slab;
0.000
kips/ft
Total resistance;
0.253
kips/ft
'
Factor of safety; .
0.840
No good!
Shear key required!
Shear key must provide additional;
0.198
kips lateral resistance
Shear key provides;
0.202
kips lateral resistance
'
Calculate equivalent depth of key based on overburden;
Bearing pressure (p) / soil weight;
Equivalent depth of shear key;
3.873
feet
[Maximum 161
Allowable passive pressure;
0.581
ksf
[at bottom of footing]
'
Allowable passive pressure; —
0.631
ksf
[at bottom of key]
Shear key depth;
400� .
inches
Shear key thickness;
�;12 00
inches
d6p00.;
inches
Load factor
MU
0.058
ft -kips
�;�iE 1I "k
Reinforcing in key; #5 bars at
36
inches o/c
AS 0.103 in` /ft
'
Mn
2.73
ft -kips
Wall framing - see plat
Slab dowels:
None at 18 inches o/c
Vertical reinforcing:
Vertical #5 barsat 18 inches
Horizontal #5 bars at 15 inch
3 ft
Retained height
Vertical dowels;
Vertical #5 barsat 18 inches
Transverse #5 bars at 36 inc
NG
12"
4"
(2) continuous #5 bars
4" conc. Slab - reinforce with
with #3 at 18" o/c e.w.
Well -drained granular
backfill, typical.
8 inch thick Concrete wall
4 in.
8" ;T 24" min. lap
Perforated drain to
411
Supported concrete retaining wall : 3 ft. retained height
Notes:
Allowable soil bearing capacity: 1.50 ksf
Maximum imposed axial load: 0.60 kips/ft
Equivalent fluid pressure: 0.030 kcf
Vehicle surcharge: , 2.00 kips
12"
I //i(n
CW
3 x ; x"a`S��Sl;{.i�iiTs`X`rfX*'°'""�CSwL'°""'"`Yl�'N �'4.�,r�:z�+<'. Yrr'�`G� e$i���,{ ,� �{ i►r
Job; ;04'033 Description;Gacage penmeter5ft;�conditionk�c.
General data;
Wall construction; Concrete_
Configuration; Cantilevered .
Lateral load type; Soil pressure
Backfill slope; I No slope
Allowable design stresses;
Soil;
Class of materials (CBC);
14 1
User defined;
Allowable bearing pressure;
1.500 ksf
1g00NMI
ksf
_Allowable passive;
0.150 ksf/ft de
depth
p
1�0120�
ksf
Lateral sliding coefficient;
0.250�i'0250
Soil weight;
01kcf
Increase allowed for seismic/wind;2"141,0N,':2,
Applied? No
Concrete;
Masonry;
fc2'500`
ksi
fm. �1 500 ksi-
FY
ksi
Fy 60 ksi FS
24.00 ksi
ESEN
29000000Ipsi
ES 29000000psi
m 28.235
Em' 1125000
0 900A
n 25.78
Unit weight0150 kcf
Unit weight �0135 ' : kcf
i
H
'
Wall data
Cantilevered wall may use varying thickness segments
Segment;
(ft)
(ft)
Segment wd,
Actual t (in)
Actual d(in)
Max. d(in)
1
0.000
to
:00
0.200
- a.000
4.000
5.688
2
2.000
to
500
0.300
8.000
4.000
5.688
3
0.000
to
0;00,; =
0.000
o
0.000
0.000
'
Segment;
b'd2
M(ft-kips)
1
192.00
0.814
2
192.00
0.203
3
0.00
0:000
Input user defined wall
thickness;
O.QO g
inches
i
Loading
WOL Axial;
0 u kips/ft
WLL Axial;
kips/ft
'
Equivalent fluid ressure EFP;
kcf
Sloping backfill surcharge;
0.000 kcf
Design EFP;
0.030 kcf
Surcharge;
Distance Surcharge
P(kips) Description
to wall(ft) height(ft)
,�2L000A Vehicle
3000 0.505 feet
feet
Input surcharge height;
Summary of lateral loads acting on wall (Cantilevered wall);
w latera; at top of wall;
0.0152 k/ft
w iate,ai at bottom of wall;
0.1652 k/ft
W 1atera1 at bottom of footing;.
0.1952 k/ft
t .
Additional concentrated load at top of wall; , ��`s, 0000 , k/ft Load type; wind n
. t
t
I - P
I -
1
Concrete stem design
Load factor;7003
'Segment
1 reinforcing;
Factored design moment (M,,); 1.384
ft -kips
Max. allowable'd';
5.688 ' inches
d (in)
AS
'
Vertical reinforcing;
5 bars
#❑� at�Ar18a
inches o/c
)4 000;
0.207
in /ft
Horizontal reinforcing;#5
bars at
.
' 5R: inches o/c
ss «,1�
0.248
in/ft
Temperature and shrinkage reinforcing;
'
Vert. As min. 0.144
int/ft
Mn
3.49
ft -kips
Horiz. AS min. 0.240
int/ft
'
Check if wall is overreinforced,
pb 0.018
0.751)b 0.013
Asmax.
0.641
inZ/ft
Segment 2 reinforcing
Factored design moment (M,); 0.345
ft -kips
Max. allowable'd';
5.688 inches
d (in)
AS
reinforcing;
#5 bars at
M�9
inches olc
g ��2Vertical
~ . d4 000.
0.207
in/ft
reinforcing;
#5 bars •Horizontal
�0 atinches
o/c
0.248
inZlft
Temperature and shrinkage reinforcing;
Vert. AS min. 0.144
int/ft
M,,
3.494
ft -kips
,
Horiz. AS min. 0.240
inz/ft
'
Segment* 3 reinforcing
Max. allowable'd';
Factored design moment (M,,); 0.000
0.000 inches
ft -kips
d (in)
AS
Vertical reinforcing;
[None at
,3 . 12 orches olc0`000
0.000
in21ft
'
Horizontal reinforcing;
None at
2§+ inches o/c
0.000
int/ft
Temperature and shrinkage reinforcing;
Vert. AS min. 0.000
int/ft
M,
0.00
ft -kips
'
Horiz. AS min. 0.000
int/ft
Check cantilevered walls to resist lateral forces when inadvertantly supported at top;
r
M max.
2.847 ft -kips
Factored design moment (M,);
4.840 ft -kips
M max occurs at;
2.85 feet
Segment 2
2
'
Vertical reinforcing; AS
0.207 in'
d
inches
I - P
I -
ri
to
Footing design;
'
Toe length;
[D X1'2 00 2 inches
Safety factor;
1.693
Heel length;
0.833
feet
Soil pressure;
1.435 ksf
Total footing length (L);
'30 00`_ inches
Footing depth;
° 12 00
inches
Overturning and soil pressure;
'
Consider ftg depth for gross OTM and sliding ?
Yes •
Design overturning moment (OTM);
1.353
ft-kips/ft
Ignore footing weight when calculating soil pressure?
Yes •
tCheck 'stability
and soil pressure;
w
Arm
DLRM
Wog 0.000 kips
1:333
feet
0.000
ft -kips
'
WLR 0.600 kips
1.333
feet
0.800
ft -kips.
Segment 1 0.200 kips
1.333
feet
0.267
ft -kips
Segment 2 0.300 kips
1.333
feet
0.400
ft -kips
' Segment 3 0.000 kips
1.333
feet
0.000
ft -kips
Soil 0.458 kips
2.083
feet
0.955
ft -kips
Keyway 0.100 kips
2.000
feet
0.200
ft -kips
Footing 0.375 kips
1.250
feet
0.469
ft -kips
Woi 1.433 kips
Mpg min.
2.290
ft -kips
WOL + WLL 2.033 kips
Moi+Mu
3.090
ft -kips
' Check safety factor against overturning;
Mpg min./OTM 1.693
>
1.5
Ok!
Eccentricity (e); 0.395
feet
[A/2-( M-OTM/ W)
1-16; 0.417
feet
'
L' ; 2.564
feel
[3'U2 -e]
Resultant is within middle third of footing
Allowed;
Maximum soil pressure;
Minimum soil pressure;
1.435
-0.109
ksf
ksf
1.500
1.500
ksf [ WtI/A +6'Wtl'e/A^2 )
ksf
ri
to
I
Footing reinforcement;
Heel design;
Vertical reinforcing spacing
18
inches o/c
Heel length;
0.833 feet
Reinforcing #5 bars
at
36i inches o/c .
d;
y8 00` inches
Load factor
AS
0.103
in`/ft
M,
0:325 ' ft -kips
1' Wr
3.663 ft -kips
Toe design;
Toe length;
1.000 feet
Reinforcing; #5 bars
at
18
inches o/c
d;
8000 ` inches
A
0.207
in`/ft
Max. soil pressure
1.435 ksf
At face of wall
0.875 ksf
Load factor
M„
1.061 ft -kips
17":
FERN
Wn
7.214 ft -kips
Longitudinal footing
reinforcement;
Ag required= Area'
.002
AS min.
0.720 in`
0,s..3 pia #5 bars
AS
0.930 in`
f
Lateral sliding;
kPofwan 0.000
kips/ft
Min. A,
0.000 in
Rbaseofwall 0.631
kipslftone
!
at [`' ` 1.,8 ''",inches o/c N/a .
Calculate WoL' friction coefficient;
Lateral sliding resistance;
0.358
kips/ft
For class 5 soils;
Lateral sliding resistance 0.000
0.000
kips/ft
Limited to; 0.717 max (0.5'Wdl)
Allowable lateral passive pressure
0.150
ksf/ft depth
Consider fooling for passive resistance?
Lateral passive pressure provided;
0.075
kips/ft
[Footing only]
Net resistance provided by footing only;
kips/ft
[Footing only]
Concrete slab at base of wall ?
_0_.433
No
Slab thickness; �` "AA—f QN, RvIinches
Width of slab;26 000 feet
Resistance provided by slab;
0.000
kips/ft
Total resistance;
0.433
kips/ft
Factor of safety; . '
0.687
No good!
Shear key required!
Shear key must provide additional;
0.513
kips lateral resistance
Shear key provides;
0.555
kips lateral resistance
Calculate equivalent depth of key based on overburden;
Bearing pressure (p) / soil weight;
Equivalent depth of shear key;
5.212
feet
[Maximum 15']
Allowable passive pressure;
0.782
ksf
[at bottom of footing]
Allowable passive pressure;
0.882
ksf
[at bottom of key]
Shear key depth; OO
Shear key thickness;12 OO
inches
inches
inches
d6
00" ,
inches
Load factor
M
0.321
ft -kips
,- I '1
IN
Reinforcing in key; #5 bars at
36
inches o/c
A, 0.103 in` /ft
Mn
2.73
ft -kips
G
Wall framing - see plat
Slab dowels;
None at 18 inches o/c
Vertical reinforcing:
Vertical #5 barsat 18 inches
Horizontal #5 bars at 15 inc
5 ft
Retained height
Vertical dowels;
Vertical #5 barsat 18 inches
Transverse #5 bars at 36
NG
12"
8"
(3) continuous #5 bars
4" conc. Slab - reinforce with
with #3 at 18" o/c e.w.
Well -drained granular
backfill, typical
8 inch thick Concrete wall
4 in.
12" min. lap
► o v::
Perforated drain to
30"
Supported concrete retaining wall : 5 ft. retained height
Notes:
Allowable soil bearing capacity: 1.50 ksf
Maximum imposed axial load: 0.60 kips/ft
Equivalent fluid pressure: 0.030 kcf
Vehicle surcharge: 2.00 kips
12"
Job;Description, �Ga� g 5p m to e7ftftco ition rt;cr
General data;
Wall construction; Concrete _-E
Configuration; Cantilevered
Lateral load type; Soil pressure
Backfill slope; No slope
Allowable design stresses,-
tresses,Soil;
Soil;
Class of materials (CBC);
F4
User defined;
Allowable bearing pressure;
Allowable
1.500 ksf
0.150 ksf/ftth de
1 000ksf
0.1j20
passive;
P
pica
}
Lateral sliding coefficient;
0.250
tksf
�0250;t
Soil weight;
01t10
kcf
Increase allowed for seismic/wind;
1330
Applied? No
Concrete;
Masonry;
f'c ff�2
fm�" O ksi
FY 60 ksi
FY 60 [j] ksi FS
24.00 ksi
ES 29000000a psi
,�.....
ES P291)00000 psi
m 28.235
Em 1125000
0 900
n 25.78
Unit weight
�NOOb150 kcf
Unit weight 'n 7QfS
, _5M,,j kcf
Wall data
Cantilevered wall may use varying thickness segments
Segment;
(ft)
(ft)
Segment wd,
Actual t (in)
Actual d(in)
Max. d(in)
1
0.000
to
0.200
8.000 0
4.000
5.688
2
2.000
to
s 700
0.500
8.000
4.000
5.688
3
0.000
to
0.000
0
0.000
0.000
-Segment;
b'd 2
M(ft-kips)-
1
192.00
2.086
2
192.00
0.814
3
0.00
0.000
Input user defined wall thickness; Ss f 0'0077uy inches
Loading
WpL Axial;
X0:000 r kips/ft
WLL Axial;
600 °r7: kips/ft
Equivalent fluid pressure (EFP);
" 40030 kcf
Sloping backfill surcharge;
0.000 .. kcf '
Design EFP;
0.030 kcf
Surcharge;
Distance Surcharge
P(kips) Description
to wall(ft) height(ft)
2 000 ' Vehicle1
000IMIA 0.505 feet
Input surcharge height; !J� 0'd00' feet
tea_ � .
Summary of lateral loads acting on wall (Cantilevered wall);
•,,term at top of wall;
0.0152 k/ft
w lateral at bottom of wall;
0.2252 k/ft
w utero; at bottom of footing;
0.2552 k/ft
Additional concentrated load at top of wall;
�;Y.cn@Wppq%
0,.000, k/ft
Load type; I Wind I--]
Concrete stem design
Load factor;]"'> 700
t, Segment 1 reinforcing Factored design moment (M,); 3.547 ft -kips
Max. allowable'd'; 5.688 inches d (in) AS
1 Vertical reinforcing; s EI at 16 inches o/c
#S bar4 000 0.233 int/ft
Horizontal reinforcing;#5 bars • atNt;.1Y5p,., inches o/c 0.248 int/ft
Temperature and shrinkage reinforcing;
' Vert. AS min. 0.144 int/ft Mn 3.90 ft -kips
Horiz. AS min. 0.240 int/ft
Check if wall is overreinforced;
pb 0.018 0.75pb 0.013 Asmax. 0.641 inZ/ft
Segment 2 reinforcing Factored design moment (M,); 1.384 ft -kips
Max. allowable'd'; 5.688 inches d (in) AS
Vertical reinforcing; #5 bars at E 1`6 inches o/c 4 000 0.233 int/ft
' Horizontal reinforcing; (#s bars at415 inches o/c 0.248 inZ/ft
Temperature and shrinkage reinforcing;
Vert. AS min. 0.144 in/ft M, 3.899 ft -kips
tHoriz. AS min. 0.240 in/ft
Segment 3 reinforcing; Factored design moment (Mu); 0.000 ft -kips
' Max. allowable'd'; 0.000 inches d (in) As
Vertical reinforcing; None Q at ;12 inches o/c H0&. j 0.000 in21ft
Horizontal reinforcing; None at ...,.:12 . ;:. inches o/c 0.000 in21ft
Temperature and shrinkage reinforcing;
Vert. AS min. 0.000 int/ft Mn 0.00 ft -kips
Horiz. AS min. 0.000 in/ft
Check cantilevered walls to resist lateral forces when inadvertantly supported at top;
M max. 2.847 ft -kips
Factored design moment (M,); 4.840 ft -kips
M max occurs at; 3.99 feet Segment 2 2
Vertical reinforcing; AS 0.233 int
d inches
Footing design;
Toe length;
Heel length;
Total footing length (L
Footing depth;
' Overturning and soil p
Consider ftg depth for
Design overturning mo
Ignore fooling weight w
Check stability and so
' WDL 0.0
WLi 0.6
Segment 1 0.2
Segment 2 0.5
Segment 3 0.0
Soil 1.
Keyway 0.
Footing 0.5
Wog 2.5
WDL + W« 3.1
' Check safety factor ag
Mpg min./OTM
Eccentricity (e); ,
' U6;
Resultant is within m
Maximum soil pressur
Minimum soil pressure
�` x{ =15:00 - -
inches
Safety factor;
2.002
1.500
feet
Soil pressure;
1.426 ksf
);
n 7, ,1,00'
inches
,.
� s12:'0.0 flinches
ressure;
gross OTM and sliding
?
[ es
ment (OTM);
3.045
fl-kips/ft
when calculating soil pressure?
it pressure;
w
Arm
DLRM
00 kips
1.833
feet
0.000
ft -kips
00 kips
1.833
feet
1.100
ft -kips
00 kips
1.833
feet
0.367
ft -kips
00 kips
00 kips
1.833
1.833
feet
feet
0.917
0.000
ft -kips
ft -kips
155 kips
2.917
feet
3.369
ft -kips
138 kips
3.167
feet
0.435
ft -kips
50 kips
1.833
feet
1.008
ft -kips
43 kips
Mpg min.
6.096
ft -kips
43 kips
MDL+Mu
7.196
ft -kips
ainst overturning;
2.002
>
1.5
Ok!
0.512
feet
[A/2-(M-OTM/
W)
0.611
feet
3.963
feet
[3'U2 -e]
iddle third of footing
Allowed;
e;
1.426
ksf
1.500
ksf [ Wtl/A + 6'Wtl'e/A^2 )
•0.012
ksf
1.500
ksf
Footing reinforcement;
Heel design;
Vertical reinforcing spacin ;
16 inches o/c
Heel length;
1.500
feet
Reinforcing bars
at 32
inches o/c
d;8
00
inches
Load factor
AS 0.116
in'/ft
MU
1.473
ft-kipsd
-;1;,Ii&"
4.113
ft -kips
Toe design;
Toe length;
1.500
feet
Reinforcing; #5 bars
at 16
inches o/c
'
d;.
'} 8 000 `
inches
AS 0.233
in`/ft
Max. soil pressure
1.426
ksf
At face of wall
0.886
ksf
Load factor
M„
2.383
ft -kips
On
8.084
ft -kips
Longitudinal footing reinforcement;
AS required = Area .002
AS min.
1.056
in`
W4WRO #s bars Q
AS
1.240 in'
s
Lateral sliding;
R,wofwan
0.000
kips/ft
Min. AS
0.000 in`
Rbaseofwall
1.081
kips/ft
None
'�t1,p,4G1"�, i. m
at "x1;8„ inches o/c N!a
Calculate Wog' friction coefficient;
Lateral sliding resistance;
0:636
kips/ft
For class 5 soils;
Lateral sliding resistance
0.000
.0,000
kips/,ft
Limited to; 1.271 max (0.5'Wdl)
Allowable lateral passive pressure
0.150
ksf/ft depth
Consider fooling for passive resistance?
vee _F
Lateral passive pressure provided;
0.075
kips/ft
(Footing only)
Net resistance provided by footing only;
0.711
kips/ft
(Footing only]
Concrete slab at base of wall ?
No _ •
Slab thickness; 4 000
Width of slab; x26000
inches
feet
Resistance provided by slab;
0.000
kips/ft
Total resistance;
0.711
kips/ft
Factor of safety;
0.657
No good!
Shear key required!
Shear key must provide additional;
0.911
kips lateral resistance
Shear key provides;
0.930
kips lateral resistance
Calculate equivalent depth of key based on overburden;
Bearing pressure (p) / soil weight;
Equivalent depth of shear key;
6.304
feet
[Maximum 151
Allowable passive pressure;
0.946
ksf
[at bottom of footing]
Allowable passive pressure;
1.083
ksf
[at bottom of key]
Shear key depth;
inches
�N1200
Shear key thickness;
'
inches
d6
OO
inches
Load factor
M,
0.741
ft -kips
MUM, =
Reinforcing in key; #5 bars
at
32
inches o/c
AS 0.116 i0ft
Mo
3.07
ft -kips
1,0
Wall framing - see pla
Slab dowels;
None at 18 inches o/c
Vertical reinforcing:
Vertical #5 barsat 16 inches
Horizontal #5 bars at 15 inch
7 ft
Retained height
Vertical dowels;
Vertical #5 barsat 16 inches
Transverse #5 bars at 32
NG
�I
(4) continuous #5 bars
L 18"
44"
Supported concrete retaining wall : 7 ft. ietained height
Notes:
Allowable soil bearing capacity: 1.50 ksf
Maximum imposed axial load: 0.60 kips/ft
Equivalent fluid pressure: 0.030 kcf
Vehicle. surcharge: 2.00 kips
4" conc. Slab - reinforce with
with #3 at 18" o/c e.w.
Well -drained granular
backfill, typical
8 inch thick Concrete wall
4 in:
24" min. lap
— Perforated drain to daylight
12"
;ytC..+P�i„Z < 9k. uFA`7$.7'°>)Tf`,Z.n`J.' lK`�hRY'eea-r�'Y •1 :' f r�.' , �s t!k `�'' 'ff y vlY'�^Sr .bR 3r
Job; �0403,� „ Description;
General data;
Wall construction; Concrete
Configuration; Cantilevered
Lateral load type; Soil pressure n.
Backfill slope; No slope
Allowable design stresses;
Soil;
Class of materials (CBC);
14 V
User defined;
Allowable bearing pressure;
1.500 ksf100
ksf
Allowable passive;
P
0.150 ksflft depth
p
a
012 4", g� ksf
Lateral sliding coefficient;
0.2500250;
Soil weight;
U O ," kcf
Increase allowed for seismic/wind;
1;330 ` . Applied? No
s
Concrete;
Masonry;
Pc2500 ksi
fm `500 ksi
FY 5a ksi
FY 160 1 1 ksi
FS 24.00 ksi
ES 29000EO psi
ES � , 29000000 psi
m 28.235
Em 1125000
M
�,�900
n 25.78
Unit weight0.150 kcf
Unit weight P4,135 kcf
'
Wall data
Cantilevered wall may use varying thickness segments
Segment;
(ft)
(ft) Segment wd,
Actual t (in)
Actual d(in)
Max. d(in)
1
0.000
to
# trr
} 2:00 0.200
yzt NO
s•000
[
4.000
5.688
2
2.000
to9l00
0.700
8.000
4.000
5.688
3
0.000
to
0:00 0.000
o
0.000
0.000 `
Segment;
b.d z
M(ft-kips)
1
192.00
4.259
'
2
192.00.
2.086
3
0.00
0.000
'
Input user defined wall
thickness;=0
OOKa` inches
1
1
'
Loading
WDL Axial;
0000' kips/ft
'
WLL Axial;
ti 0;600` kips/ft
Equivalent fluid pressure (EFP);
Ok030y kcf
Sloping backfill surcharge;
0.000 kcf
Design EFP;
0.030 kcf
'
Surcharge; Distance
Surcharge
P(kips) Description to wall(ft)
height(ft)
2 000 Vehicle , � 3 OOOe ,
'` � - "' 0.505 feet
'
Input surcharge height;
�U0,00 ,)feet
'
Summary of lateral loads acting on wall (Cantilevered wall);
w latera, at top of wall;
0.0152 k/ft
w,atera, at bottom of wall;
0.2852 k/ft
w,atera, at bottom of footing;
0.3152 k/ft _
'
Additional concentrated load at top of wall;
'000 k/ft Load type; Wind I I
1
�
1
1
'
1
I
Concrete stem design
' Segment 2 reinforcing Factored design moment (M,); 3.547 ft -kips
Max. allowable'd'; 5.688 inches d (in) As
Vertical reinforcing; #s bars
at
r 14 . eJ inches o/c 'g 0.266 inZlft
�;4 000 rr
Horizontal reinforcing; =#b. _ at X15=�,`, .. inches o/c 0.248 in/ft
Temperature and shrinkage reinforcing;
Vert. AS min. 0.144 in/ft M, 4.409 ft -kips .
' Horiz. AS min. 0.240 in'/ft
Segment 3 reinforcing; Factored design moment (Mu); 0.000 ft -kips
' Max. allowable'd'; 0.000 inches d (in) As
Vertical reinforcing; None at12 inches o/c w0 000; 0.000 inzlft
Horizontal reinforcing; None at <F12� inches o/c 0.000 inzlft
Temperature and shrinkage reinforcing;
Vert. As min. 0.000 in/ft M, 0.00 ft -kips
Horiz. AS min. 0.000 in/ft
Check cantilevered walls to resist lateral forces when inadvertantly supported at top;
' M max. 2.847 ft -kips
Factored design moment (Mu); 4.840 ft -kips
' M max occurs at; 5.13 feet Segment 2
Vertical reinforcing; As 0.266 inz
d inches
k
2
Load factor; 1:N�� .
'
Segment 1 reinforcing;
Factored design moment (M,,); 7.240
ft -kips
Max. allowable'd';
5.688 inches
d (in) As
Vertical reinforcing;
Horizontal reinforcing;
#5 bars at
: bars HI at
7 A` inches o/c4
15 u inches o/c
000' 0.531 int/ft
0.248 in/ft
Temperature and shrinkage reinforcing;
'
Vert. AS min. 0.144
in/ft
M,,
8.07 ft -kips
Horiz. AS min. 0.240
inzlft
Check if wall is oven-einforced;
pb 0.018
0.75pb 0.013
Asmax.
0.641 inZlft
' Segment 2 reinforcing Factored design moment (M,); 3.547 ft -kips
Max. allowable'd'; 5.688 inches d (in) As
Vertical reinforcing; #s bars
at
r 14 . eJ inches o/c 'g 0.266 inZlft
�;4 000 rr
Horizontal reinforcing; =#b. _ at X15=�,`, .. inches o/c 0.248 in/ft
Temperature and shrinkage reinforcing;
Vert. AS min. 0.144 in/ft M, 4.409 ft -kips .
' Horiz. AS min. 0.240 in'/ft
Segment 3 reinforcing; Factored design moment (Mu); 0.000 ft -kips
' Max. allowable'd'; 0.000 inches d (in) As
Vertical reinforcing; None at12 inches o/c w0 000; 0.000 inzlft
Horizontal reinforcing; None at <F12� inches o/c 0.000 inzlft
Temperature and shrinkage reinforcing;
Vert. As min. 0.000 in/ft M, 0.00 ft -kips
Horiz. AS min. 0.000 in/ft
Check cantilevered walls to resist lateral forces when inadvertantly supported at top;
' M max. 2.847 ft -kips
Factored design moment (Mu); 4.840 ft -kips
' M max occurs at; 5.13 feet Segment 2
Vertical reinforcing; As 0.266 inz
d inches
k
2
'
Footing design;
Toe length;
inches
Safety factor;
2.545
Heel length;
2.667
feet
Soil pressure;
1.460 ksf
Total footing length (L);
TE,ffA
inches
Footing depth;
°- .
inches
Overturning and soil pressure;
'
Consider ftg depth for gross OTM and sliding
?
ves
Design overturning moment (OTM);
5.758
ft-kips/ft
Ignore footing weight when calculating soil pressure?
Yes O
'
Check stability and soil pressure;
w
Arm
DLRM
WDL 0.000 kips
2.167
feet
0.000
ft -kips
'
WLL 0.600 kips
2.167
feet
1.300
ft -kips
Segment 1 0.200 kips
2.167
feet
0.433
ft -kips
Segment 2 0.700 kips
2.167
feet
1.517
ft -kips
Segment 3 0.000 kips
2.167
feet
0.000
ft -kips
Soil 2.640 kips
3.833
feet
10.120
ft -kips
Keyway 0.125 kips
4.667
feet
0.583
ft -kips
Footing 0.775 kips
2.583
feet
2.002
ft -kips
'
WDL 4.440 kips
MDL min.
14.655
ft -kips
WDL + WLL 5.040 kips
MDL+MLL
15.955
ft -kips
'
Check safety factor against overturning;
MDL min./OTM 2.545
>
1.5
Ok!
Eccentricity (e); 0.560
feet
[A/2-( M-OTM/ W[
1-16; 0.861
feet
U ; 6.070
feet
[3'U2 -e)
Resultant is within middle third of footing
Allowed;
'
Maximum soil pressure;
Minimum soil pressure;
1.460
0.191
ksf
ksf
1.500
1.500
ksf [ Wtl/A +6'Wtl'e/A"2 )
ksf
1
Footing reinforcement;
Heel design;
Vertical reinforcing spacm ;
7
inches o/c
'
Heel length;
2.667 feet
Reinforcing #s bars *
at M,21j
inches o/c
d;r�
8 00�^ inches
Load factor
AS 0.177
in`/ft
MU
5.984 ft -kips
Mi117
'
On
6.211 ft -kips
Toe design;
'
Toe length;
1.833 feet
Reinforcing; #5 bars
at 7
inches o/c
d;
a. -G f'
8000%a� inches
@0:0
:0 i
AS 0.531
in /ft
Max. soil pressure
1.460 ksf
At face of wall
1.019 ksf
Load factor
'
M,,
3.751 ft -kips
1 7 O '
17.636. ft -kips
'
Longitudinal footing reinforcement;
AS required = Area *..002
AS min.
1.488 in`
5A. #5 bars •
AS
1.550 in`
1
i
7
ILateral sliding;
Rtovofwall 0.000
kips/ft 4
Min. AS
0.000 in'
'
R 1.652
Dase of wall
kips/ft
None
��
at F 18 "' a?inches o/c N/a
r"`'
Calculate WDA' friction coefficient;
Lateral sliding resistance;
1.110
kips/ft
'
For class 5 soils;
Lateral sliding resistance 0.000
0.000
kips/ft
Limited to; 2.220 max (0.5'Wdl)
Allowable lateral passive pressure
0.150
ksf/ft depth
Consider footing for passive resistance?
Yes •
'
Lateral passive pressure provided;
0.075
kips/ft
[Footing only]
Net resistance provided by footing only;
1.185
kips/ft
[Footing only]
Concrete slab at base of wall ?
res •
'
Slab thickness; r 4r000� Y inches
Width of slab; x26:000`°>"feet
Resistance provided by slab;
0.325
kips/ft
Total resistance;
1.510
kips/ft
Factor of safety;
0.914
No good!
Shear key required!
Shear key must provide additional;
0.967
kips lateral resistance
Shear key provides;
1.029
kips lateral resistance
'
Calculate equivalent depth of key based on overburden;
Bearing pressure (p) / soil weight;
Equivalent depth of shear key;
7.812
feel
[Maximum 15'1
Allowable passive pressure;
1.172
ksf
[at bottom of footing]
'
Allowable passive pressure;
1.297
ksf
[at bottom of key]
Shear key depth; ;10 inches
Shear
Shear key thickness;
inches
d6µ00.•,
inches
Load factor
Mo
0.741
ft -kips]
Reinforcing in key; #5 bars at
21
inches o/c
AS 0.177 in`/ft
'
Mn
4.62
ft -kips
Wall framing - see pla
Slab dowels;
None at 18 inches o/c
Vertical reinforcing:
Vertical #5 barsat 14 inches
Horizontal #5 bars at 15 inc
9 ft
Retained height
Vertical dowels;
Vertical #5 barsat 7 inches
Transverse #5 bars at 21
NG
12"
10"
(5) continuous #5 bars
4" conc. Slab - reinforce with
with #3 at 18" o/c e.w.
Well -drained granular
backfill, typical
8 inch thick Concrete wall
4 in.
22" 7r;' 24" min. lap
.. . �- Perforated drain to
62"
Supported concrete retaining wall : 9 ft. retained height
Notes:
Allowable soil bearing capacity: 1.50 ksf
Maximum imposed axial load: 0.60 kips/ft
Equivalent fluid pressure: 0.030 .kcf
Vehicle surcharge: 2.00 kips
12"
_71
si �e rc-IVIIV\4 WaU
m.asovivy wc(, r
CCAVIt f 1evevej W, 11
vtu oek-(cic Suv-C,"--S-e
pX
Job;, M"PAM
General data;
Description; x q
bi
4
Wall construction;
Configuration; ff Cantilevered
Lateral load type; Soil pressure
Backfill slope;
Allowable design stresses;
Soil;
Class of materials (CBC);
User defined
User defined;
Allowable bearing pressure;
Allowable passive;
1.500 ksf
0.150 ksfIft depth
-5'0 'ksf
."ksf
5
Lateral sliding coefficient;
0.350
Soil weight;
N71, kcf I
30t, Applied?
Increase allowed for seismic/wind;
Concrete;
Masonry;
fc ks if
1500ksi
7�j
Fy 160 1 ksi
Fy 160 ksi
FS 24.00 ksi
ES 11PS1
ES E,",TUMO 60d66 psi
'rUNERON
M 28.235
E,, 1125000
OM
n 25.78
Unit weight0150 kcf
Unit weight ,0135 kcf
4
'
Wall data
Cantilevered wall may use varying thickness segments
Segment;
(ft)
(ft) Segment Wd,
Actual t (in)
Actual d(in)
Max. d(in)
1
0.000
to
`5� 33" , ;, 0.457
?_625
5.250
5.313
2
0.000
to
; 0.000
I
0.000
0.000
3
0.000
to
y<<,O;00 r :
;;w000� z4 0.000
100
0.000
0.000
Segment;
Wd2
M(ft-kips)
1
192.00
0.959
2
0.00
0.000
3
0.00
0.000
'
Input user defined wall thickness;irEO
00+� inches
Ci
�I
bZ,-
Loading .
WDL Axial;�0
000 kips/ft
ra
'
WLL Axial;
kips/ft
4
kcf
Equivalent fluid pressure (EFP);0
030.i
Sloping backfill surcharge;
0.008 kcf
Design EFP;
0.038 kcf
Surcharge; Distance
Surcharge
P(kips) . Description to wall(ft)
height(ft)
0 000 feet
feet
Input surcharge height;
X0:000
Summary of lateral loads acting on wall (Cantilevered wall);
'
w 1ateral at top of wall;
'
0.0000 . k/ft
W,atera, at bottom of wall;
0.2025 k/ft
W ,atm, at bottom of footing;
0.2405 k/ft
Additional concentrated load at top of wall;
k/ft 000 k/ft Load type; Wind I I
1
1
'
Masonry stem design
Special inspection?
No
Segment; (ft)
(ft)
r h'/r
Segment wai
Actual t
Actual d Max. d
1 0.000
to
5.330
2.20 58.12
0.457
7.625
(;��"5 250 �:- 5.313
2 0.000
to
0.000
0.00 0.00
0.000
0.000
a 0 0.000
,.
3 0.000
to
0.000
0.00 0.00
0.000
0.000
,000
0:00 0.000
Segment; Fs
Equation
Fb
M.A. K column
1 0.310
UBC (7-11)
0.250
0.959 2
2 0.000
UBC(7-11)
0.250
0.000 2
3 0.000
UBC (7-11)
0.250
0.000 2
Segment 1 reinforcing;
'
As
As min.
Vertical reinforcing;
us bars__
at
i a. 16;,;..inches
o/c
0.233
0.064
Horizontal reinforcing;
as bars •
at
24
inches o/c
0.098
0.064
_,. -..,:
Combined
0.331
0.183
Axial load at critical section;
0.457
kips/ft fa.
0.005
ksi
Service moment (M);
0.959
ft -kips fb
0.224
ksi
Check unity;
0.005
+
0.224 =
0.250
0.913
Ok!
0.310
When wall is designed as restrained - check moment at base of wall during backfill operations, or
provide shoring until
'
floor slab is in place.
Segment 2 reinforcing;
As
As min.
'
Vertical reinforcing;
None _E-:]
at
I '0""""'
finches o/c
0.000
0.000
Horizontal reinforcing;
I None O
at
0; <'!inches
o/c
0.000
0.000
_
Combined
0.000
0.000
'
Axial load at critical section;
0.000
kips/ft fa
0.000
ksi
Service moment (M);
0.000
ft -kips fb
0.000
ksi
Check unity;
0.000
+
0.000 =
0.000
Ok!
0.000
0.250
Segment 3 reinforcing;
As
As min.
Vertical reinforcing;
None 0
at
0 inches o/c
0.000
0.000
Horizontal reinforcing;
None
at
i.M '`0 ;' inches o/c
0.000
0.000
Combined
0.000
0.000
Axial load at critical section;
0.000
kipslft f,
0.000
ksi
Service moment (M);
0.000
ft -kips fb
0.000
ksi
Check unity;
0.000
0.000 =
0.000
Ok!
'
0.000
0.250
I
Footing design;
'
Toe lenth;
g
L, x''`.12.00) k, inches
Safety factor;
1.652
Heel length;
1.031 feet
Soil pressure;
1.404 ksf.
'
Total footing length (L);00"inches
feet
[A/2-( M-OTM/ WJ
'
Footing depth;12
inches
Overturning and soil pressure;
feet
[3'U2 -e)
'
Consider ftg depth for gross OTM and sliding
? Yes
Allowed;
Design overturning moment (OTM);
1.606
ft-kips/ft
1.500 ksf [2'(Wtl/L')]
'
Ignore footing weight when calculating soil pressure? Yes
-0.495
ksf
1.500 ksf
Check stability and soil pressure;
w
Arm
DLRM .
WOL 0.000 kips
1.318 feet
0.000
ft -kips
WLL 0.000 kips
1.318 feet
0.000
ft -kips
Segment 1 0.457 kips
1.318 feet
0.602
ft -kips
'
Segment 2 0.000 kips
Segment 3 0.000 kips
1.318 feet
1.318 feet
0.000
0.000
ft -kips
ft -kips
Soil 0.605 kips
2.151 feet
1.301
ft -kips
Keyway 0.100 kips
2.167 feet
0.217
ft -kips
Footing 0.400 kips
1.333 feet
0.533
ft -kips
WoL 1.562 kips
MOL min.
2.653
ft -kips
WOL + WLL 1.562 kips
MOL*MLL
2.653
fl -kips
'
Check safety factor against overturning;
MOL min./OTM 1.652
>
1.5
Ok!
Eccentricity (e); 0.663
feet
[A/2-( M-OTM/ WJ
'
U6; 0.444
feet
L' ; 2.010
feet
[3'U2 -e)
Resultant lies outside middle third of footing
Allowed;
Maximum soil pressure;
1.404
ksf
1.500 ksf [2'(Wtl/L')]
'
Minimum soil pressure;
-0.495
ksf
1.500 ksf
. I
Footinq reinforcement;
Heel design;
Vertical reinforcing spacin ;
16 inches o/c
Heel length;
1.031 feet
Reinforcing s ears
at
inches inches o/c
d;�8,00
inches
L
Load factor
AS
0.116 in"M
M�
0.530 ft -kips
On
4.113 ft -kips
Toe design;
Toe length;
1.000 feet
Reinforcing; #5 bars
at
16 inches o/c
d;
P, M R-7, ' 71 inches
AS
0.233 in`ift
Max. soil pressure
1.404 ksf
At face of wall
0.706 ksf
Load factor
M„
0.995 ft -kips
2Z
8.084 ft -kips
Longitudinal footing reinforcement;
AS required = Area' .002
AS min.
0.768 in
ri Y r 3.;N: #5 bars E
AS 0.930 in
1
Lateral sliding;
'
Rt000fwall 0.000
kips/ft
Min. AS
0.000 in
'
Rnaseofwao 0.761
kips/ft
None
at x;;.18 a?In�he�OlC N/a
Calculate WDL ' friction coefficient;
Lateral sliding resistance;
0.547
kips/ft
'
For class 5 soils;
Lateral sliding resistance 0.000
0.000
kips/ft
Limited to; 0.781 max (0.5'Wdl)
Allowable lateral passive pressure
0.150
ksf/ft depth
Consider footing for passive resistance?
IYes
Lateral passive pressure provided;
0.075
kips/ft
[Footing only]
Net resistance provided by footing only;
0.622
kips/ft
[Footing only]
'
Concrete slab at base of wall ?
Slab thickness; [rt 4 000 f inches
FN
Width of slab; ;12:000' feet
Resistance provided by slab;
0.000
kips/ft
Total resistance;
0.622
kips/ft
'
Factor of safety;
0.817
No good!
Shear key required!
Shear key must provide additional;
0.520
kips lateral resistance
'
Shear key provides;
Calculate equivalent depth of key due to overburden;
0.566
kips lateral resistance
Bearing pressure (p) / soil weight;
Equivalent depth of shear key;
5.324
feet
[Maximum 151
Allowable passive pressure;
0.799
ksf
[at bottom of footing]
'
Allowable passive pressure;
0.899
ksf
[at bottom of key]
Shear key depth;
8a00inches
Shear key thickness;
d
12 00° .`: inches
; 600inches
Load factor
Me
0.327
ft-kips
ILI17 �=
Reinforcing in key; #5 bars at
32
inches o/c
AS 0.116 in` /ft
Mn
3.07
ft-kips
1
bi
N
Walt framinc
Verttical reit
Horizontals
Vertical .do
Transverse
(3) continu
Cantilevered masonry retaining wall 5.33 ft. retained height
Notes:
Allowable soil bearing capacity:
1.50 ksf.
Maximum imposed axial load:
0.00 kipslft
Equivalent fluid pressure:
0.030 kcf
Vehicle surcharge:
0.00 kips
Segment 1
0.00 ft. to
5.33 ft.
Vertical reinforcing;
#5 bars at 16 inches o/c
Horizontal reinforcing;
#4 bars at 24 inches o/c
'd';
5.25 inches
Wall thickness;
7.625 inches,
Segment 2
0.00 ft. to
0.00 ft
Vertical reinforcing;
None at 0 inches o/c
Horizontal reinforcing;
None at 0 inches o/c
'd';
0 inches
Wall thickness;
0 inches
Segment 3
0.00 ft. to
0.00 ft
Vertical reinforcing;
None at 0 inches o/c
Horizontal reinforcing;
None at 0 inches o/c
'd';
0 inches
Wall thickness;
0 inches
'
Job; 04 033�`�� i
��.
General data;
Description SSlte wall SS 8ft retained
,. � nth.. .. . u 3 �. V.
Wall construction; I Masonry _
'
Configuration; 1 Cantilevered
Lateral load type; Soil pressure
Backfill slope;
Allowable design stresses;
'
Soil;
Class of materials (CBC);
User defined
User defined;
'
Allowable bearing pressure;
1.500 ksf
; WWI
Allowable passive;
0.150 ksflft depth
01 50A�ksf
Lateral sliding coefficient;
0.350
0..50
Soil weight;
�0110 kcf _
Increase allowed for seismic/wind;
1;°330 Applied? No
Concrete;
Masonry;
'
fc '2500 , ksi
fm 15 0 ksi
FY i 60 ksi
FY 6o _ ksi FS
24.00 ksi
'
ESy29000000s psi
ES29000000psi
m 28.235
Em 1125000
0`900£{
n 25.78
Unit weight, 0150 X,k kcf
Unit Weight �0'.135,� kcf
4.
1
_
Wall data
Cantilevered wall may use varying thickness segments
Segment;
(ft)
(ft)
Segment wd,
Actual t (in)
Actual d(in)
Max. d(in)
1
0.000
to
0.349
1,625 0
9.125
9.313
2
2.670
to
0.457
5.250
5.313
3
0.000
to
0.000
0.000
0.000
Segment;
b*d 2
M(ft-kips)
1
192.00
3.243
2
192.00
0,959
3
0.00
0.000
Input user defined wall thickness; inches
1
1
1
1
1
1
1
1
1
1
1
1
�O
Loading
WpL Axial;
WLL Axial;
Equivalent fluid pressure (EFP);
Sloping backfill surcharge;
4{ , 0 000 kips/ft
i- nS0000kipslft
h.. .`"
0:030`„', . ,��#kcf
0.008 kcf
Design EFP;
0.038 kcf
'
Surcharge; Distance
Surcharge
P(kips) Description to wall(ft)
height(ft)
'0
000, 3 000; - + ti 0.000 feet
y C
Input surcharge height; feet
Summary of lateral loads acting on wall (Cantilevered wall);
W iaterai at top of wall;
0.0000 k/ft
W wwai at bottom of wall;
0.3040 k/ft
'
W lateral at bottom of footing;
Additional concentrated load at top of wall;,
0.3420 k/ft
#0 000,"Y«YB k/ft Load type; Wind _ n
�Z
1
'
Masonry stem design
Special inspection?
Segment; (ft)
(ft)
r h'/r
Segment wa,
Actual t
Actual d Max. d
'
1 0.000
to
2.670
3.36 19.10
0.349
11.625
�';= ;9125h 9 t 9.125
2 2.670
to
8.000
2.20 87.23
0.457
7.625
E ;`5:250- 5.313
3 0.000
to
0.000
0.00 0.00
0.000
0.000
I U;000 0.000
Segment; Fa
Equation
Fb
Msmwae K column
1 0.368
UBC (7-11)
0.250
3.243 2
2 0.229
UBC (7-11)
0.250
0.959 2
'
3 0.000
UBC (7-11)
0.250
0.000 2
Segment 1 reinforcing;
As
As min.
'
Vertical reinforcing;
j u8 bars Q
at
16 ? inches o/c
0.593
0.098
Horizontal reinforcing;
r -----
qua bars - -Q
at
24 inches o/c
0.098
0.098
Combined
0.691
0.279
'
Axial load at critical section;
0.806
kips/ft fa
0.006
ksi
Service moment (M);
3.243
ft -kips fb
0.222
ksi
Check unity;
0.006
+
0.222 =
0.902
Ok!
0.368
0.250
When wall is designed as restrained - check moment at base of wall during backfill operations, or
provide shoring until
'
floor slab is in place.
Segment 2 reinforcing;
As
As min.
reinforcing;
1 us bars 0
at
¢ Y 16 zd inches o/c
rVertical
0.233
0.064
Horizontal reinforcing;
ua bars •
�
at
inches o/c
0.098
0.064
Combined
0.331
0.183
'
Axial load at critical section;
0.457
kipslft fa
0.005
ksi
Service moment (M);
0.959
ft -kips fb
0.224
ksi
Check unity;
0.005
+
0.224 =
0.919
Ok!
0.229
0.250
Segment 3 reinforcing;
As
As min.
Vertical reinforcing;
None_ _ D
at
0 14-4 inches o/c
0.000
0.000
Horizontal reinforcing;
None --D
at
F; ti f-;0 ;
inches o/c
0.000
0.000
Combined
0.000
0.000
Axial load at critical section;
0.000
kips/ft fa
0.000
ksi
'
Service moment (M);
0.000
ft -kips fb
0.000
ksi
Check unity;
0.000
+
0.000 =
0.000
Ok!
0.000
0.250
1 -
I
Footing design;
Toe length;
inches Safety factor; 1.831
Heel length;
1.698 feet Soil pressure; ksf
I Total footing length (L);
50 00 inches
Footing depth;
X1,2 00 inches
'
'
Overturning and soil pressure;
Consider ftg depth for gross O.TM and sliding ?
Design overturning moment (OTM);
Ignore footing weight when calculating soil pressure?
Check stability and soil pressure;
w Arm
ves
4.617 ft-kips/ft
res 1-1
DLRM
WDL 0.000 kips
1.984
feet
0.000
ft -kips
WLL 0.000 kips
1.984
feet
0.000
ft -kips
Segment 1 0.349 kips.
1.984
feet
0.693
ft -kips
Segment 2 0.457 kips
1.984
feet
0.907
ft -kips
'
Segment 3 0.000 kips
1.984
feet
0.000
ft -kips
Soil 1.494 kips
3.318
feet
4.957
ft -kips
Keyway 0.163 kips
3.667
feet
0.596
ft -kips
Footing 0.625 kips
2.083
feet
1.302
ft -kips
WDL 3.088 kips
MDL min.
8.455
ft -kips
WDL + WLL 3.088 kips
MDL+MLL
8.455
ft -kips
Check safety factor against overturning;
MDL min./OTM 1.831
>
1.5
Ok!
Eccentricity (e); 0.840
feet
[A/2-( M-OTM/ M
U6; 0.694
feet
3.729
feet
[3'U2 -e)
Resultant lies outside middle third of footing
Allowed;
Maximum soil pressure;
1.506
ksf
1.500
ksf [2'(Wtl/L')i
'
Minimum soil pressure;
-0.308
ksf
1.500
ksf
44
Footing reinforcement;
Heel design;
Vertical reinforcing spaan ;
16
inches o/c
Heel length;
1.698
feel
Reinforcing !l5 bars
at�c
�32'
inches o/c
d;
'.; ; 8;00 . .;f;:inches
Load factor
AS
0.116
in`/ft
M,
2.156
ft -kips
s
QOM,,
4.113
ft -kips
Toe design;
Toe length;.
1.500
feet
Reinforcing; #8 bars
at
16
inches o/c
d;
FA,, -'7, -MO -00' ;.
inches
AS
0.593
in` /ft
Max. soil pressure
1.506
k$f
At face of wall
0.900
ksf
Load factor
M,,
2.495
ft -kips
M ` J�
�M,
19.471
ft. -kips
Longitudinal footing reinforcement;
AS required = Area' .002
AS min.
1.200
in`
y #5 bars •
AS
1.550 in`
q ”?
1
Lateral sliding;
Rtouofwall 0.000
kips/ft
Min. A,
0.000 in
'
Rbaseofwall 1.539
kips/ft
None Q
at 18 k ' inches o/c N/a
Calculate WDL * friction coefficient;
Lateral sliding resistance;
1.081
kips/ft
'
For class 5 soils;
Lateral sliding resistance 0.000
0.000
kips/ft
Limited to; 1.544 max (0.5'Wdl)
Allowable lateral passive pressure
0.150
ksf/ft depth
Consider footing for passive resistance?
Yes _ _
'
Lateral passive pressure provided;
0.075
kips/ft
[Footing only]
Net resistance provided by footing only;
1.156
kips/ft
[Footing only]
'
Concrete slab at base of wall?
Slab thickness; 4:000 a; inches
No 0
Width of slab; ; -„12.000';;;.;,^; feet
Resistance provided by slab;
0.000
kips/ft
Total resistance;
1.156
kips/ft
'
Factor of safely;
0.751
No good!
Shear key required!
Shear key must provide additional;
1.153
kips lateral resistance
Shear key provides;
1.183
kips lateral resistance
'
Calculate equivalent depth of key due to overburden;
Bearing pressure (p) / soil weight;
Equivalent depth of shear key;
6.738
feel
[Maximum 15]
Allowable passive pressure;
1.011
ksf
[at bottom of footing]
'
Allowable passive pressure;
1.173
ksf
[at bottom of key]
Shear key depth; ;:1300
inches
Shear key thickness;
12 00 inches
d^•
`6¢00 ^ inches
Load factor
M„
1.116
ft -kips
LMI 17.':
Reinforcing in key; #5 bars at
32
inches o/c
As 0.116. in` /ft
'
Me
3.07
ft -kips
1
,-
Wall framing - see plans
-
1
•
5Y?le
i�Z'
i
p
Well -drained granular
backfill, typical
1y'
Verttical reinforcing
e
1
�g��•.
;+'
Wall thickness
Horizontalreinforcin
_
Retained height..
_
d in.
Vertical. dowels — --
----
0r
18'
24' min. lap
Transverse #5 bars at 32 incl
es ole ---
--
Perforated drain to d
NG
12..
j'i�
�srr�
65 t: S
t_.._
12'
(5) continuous tis bars ---
_. _._.... - -'-
' -' -
_ -- - -- 50. — ►
'
Cantilevered masonry retaining wall 8 ft. retained height
Notes:
Allowable soil bearing capacity: 1.50 ksf
t
Maximum imposed axial load:
Equivalent fluid pressure:
0.00 kips/ft
0.030 kcf
Vehicle surcharge:
0.00 kips
Segment 1
Vertical reinforcing;
0.00 ft. to 2.67 ft.
#8 bars at 16 inches o/c
Horizontal reinforcing;
#4 bars at 24 inches o/c
'd';
9.125 inches
'
Wall thickness:
11.625 inches
Segment 2
2.67 ft. to 8.00 ft
Vertical reinforcing;
#5 bars at 16 inches o/c
'
Horizontal reinforcing;
'd';
#4 bars at 24 inches o/c
5.25 inches
Wall thickness;
7.625 inches
'
Segment 3
Vertical reinforcing;
0.00 ft. to . 0.00 ft
None at 0 inches o/c
Horizontal reinforcing;
None at 0 inches o/c
'd';
0 inches
Wall thickness;
0 inches