HomeMy WebLinkAbout017-100-062ONNELL, Leo ! 319 69B
MLOTOK
r IICT Sta "e�/�/% ` z /l=3/:—fob:- 302.{69.P
67 Nimshew f3 "
4 g R, N/S Humbug Rd, 3 mi t
! , as�t Hone Run Rd, Chico
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err�it#4108-79B,E,M(den & covered ofch w�S Humbug Rd. 3 mi. rio: of Covere rid
- - P ) Chico, gra..
i 011-310-062 PERMIT097 -1-41-4.-.2"., (riewrsingle family) -/1
WARNER„,'Anne &'MLOTOK, Victor
f 12650 Quail Run Dr., Chico
Cont":.Simmons Constructs n„
i New' Single Family- }rP
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RESIDENT
0117310-062 PERMIT#97-1414
WARNER, Anne & MLOTOK, Victor
12650 Quail Run Dr.,,. -Chico
Cont: Simmons Construction
PERMIT NO. New Single Family -
PERMIT EXPIRES
OWNER _
CONTR. F OFFICE FPY
_ i
ASSESSOR PARCEL Address Z(10 S
LOCATION GAS h
Meter By Date
.i
ELECTRIC
Meter By Date
r,
cJ- 0 �( Z
/-to f
OFFICE CO�
i Address
U l
GAS
Meter By a e
ELECTRIC S'�
Meter By Date/
�a i,
7-23 -tet 7 -T cA� Ov-oL�tb 0 4 ,-t
jy . uQ.
Temp. Power Pole
Called PG&E
Temp. Elec. Service
Called PG&E
Temp. Gas Service
Called PG&E
JOB FI FINALED (Date)
Signature .' V —
e
V=OK
O = Not OK '
= Not Applicable
• = Not Ready MOBILE HOMES
Date
MOBIMHOME UTILITIES (Plans) OK except #'s
Card B-1 Date Card B-1
1. Zoning Requirements - Setbacks - Easements
POOLS (Plans) OK except #'s
2. Soils; Special MH Support Sketch
1. Setbacks�Easements
3. Sewer location -Test -Fall -CAD -Concrete '
2. Soils; Compaction -Structure Stability
4. Water, Location.- est -Easement Needed (Sketch)
3. Pool Structure; Steel-ConnectionsThickness
Dead Men -Lining
5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete
4. Elec.; Receptacles and Lighting, Distance-GFI
6. Gas; Location -Test -Wrap; / /'LIL
/ /Nat or/ tt tL/ /LPG
5. Elec.; Pool Lighting; 15 Volts-GFI 1
7. Well Clearance & Disconnect
6. Elec.; Enclosures; Conduit Entries -Terminals -Listed
8. Utility Clearance
7. Elec.; Bonding; Metal wX-Circulating Equip. -Heater
8. Elec.; Grounding; Equip. w/8 Circulating Equip.-Peol Lghtg.
Boxes-Enclosures-Panelboards-Ins. to Main in Conduit r
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; Shm-Spacing•Marriage Line
Card B-1 Date Card B-1
3. Gas; MH Test-DemarKWalreConnector
Card B-1 Date Card B-1
4. Electricity; MH Test-Crossowrs-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-Installafion Cert
10. Exits; Insp.-Sketch
11. Cert of Occupancy
12. Permanent Foundation Only: License Decal
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
N
MISCELLANEOUS 1 <;
Date DECKS; COVERS, CAR -PORTS, GARAGES (Plans) OK except #'s
1. Zoning'RequimffwntsSetbac ks-Easements
2. Fpotp gs: SodrSme-DepthSpacing-ConnectorsSteel Nf
3. D", ,GWers arida Joists-Decldng-BracingStairs-Rank j !
.4, Wood Awn.; Posts-Beams-Rttra.-Connectors
'Shthg.-Rfg.-Wacng
5. Alum. Awn.; Columns-ConnecbmsSplk*-Decal-Enclosures
6. Carports; Windows -Doors --
7. Electric
8. Fang.; Sils-AnchorsStuds-Rftrs-Trusses
9. Siding; Nailinga/eneerStuoeo-Mesh
10. Root; Shthg-Roofing
11. ExL; Steps•Ooore-Landings
12. Braced Wall. Panets
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-ConnectionsThickness
Dead Men -Lining
4. Elec.; Receptacles and Lighting, Distance-GFI
a
5. Elec.; Pool Lighting; 15 Volts-GFI 1
6. Elec.; Enclosures; Conduit Entries -Terminals -Listed
7. Elec.; Bonding; Metal wX-Circulating Equip. -Heater
8. Elec.; Grounding; Equip. w/8 Circulating Equip.-Peol Lghtg.
Boxes-Enclosures-Panelboards-Ins. to Main in Conduit r
9. Health Department Approval
10. -Plumb.: Cir Test -Water Supply Test
11. Light Niche
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
t
Ik�
f
a
✓ =' OK s
O = ,Notok
= Not Applicable
= Not Readv
RESIDENTIAL (Single & Duplex)
OK except #'s
/ (
3 -f$@ -Garage; Soils-Steel-Elec. Gmd/ P Ftg. Depth
. F%%P!!92as & Decks; SoilsSteel-/ /Fig. Depth
mwalls, Main;*Steel-Blockouts-Wrapped
. Stemwalls, Garage; Steel-Biockouts-Wrapped
old Downs and Special Anchors
7. Slab, Steel -Wrapped
8. Piers -Fireplace Ftg.Steel
.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test
10. LIE Gas Pipe; Size Anchors - Yard Gas Piping; Size Test
11vA4WMTFipe; Test Anchors -Regulator -Service Test
12. Electric Underground
13. Plenums & Ducts; Clearance -Material:! rt -Ins.
ersills-Arch r Baits fists V�
ent rippie
15. Access & Ventilation
16. Insulation
Date Z Card B-1 tAj Date Card B-1
Date Card B-1 Date Card B-1
Date PLUMBING (Permit) OK except #s
17. ater H ccess-Combustion Air Baffle
14-Wa-ler Pipe;,Test & Anchor -Nail Protection Ld
1 5W ., est Fittings & Anchor -Nail Protection
ower Pan; Test, First Floor -Tub Access
21. Test Tub & Shower, Second Floor -Tub Access
22. Gas Pipe; Sixe & Anchors
Date j q) Card B-1VP Date Card B-1
Date I r Card B-1 Date Card B-1
Date
/ELECTRICAL (Permit) OK except #s
F' re & Transformer Clearance -Ins. Protection
2 .
EIW-Receptacles Spacing -Lights & Switches at Doors
2 .
Si axes & No. of Conductors Stapled
29,1RomeInstalled
Close to Edge of Studs & C.J.
27.
uip. Ground made up w/Mech Fastners-Bond Gas & Water
2d'
2 Appliance Circuts in Kitchen & Conductor Size GFI
29.
Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or Al
30.
Range Circ./Su or AI -Oven Circ. / / ga Cu or AI
Insulated Neutr Yes 0 No
31.
Service -Riser Conductors & Ground -Main Disconect
Eqqjpe Clearances Panels -Motors -Meth. Epuip.
.32.
lothes Closet Light -Shower Light -Spa Light
oke Detector
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
MECHANICAL (Permit) OK except #'s
35.
A.C. Ducts Insulation & Support
36.
Vent Fan, Exhaust above insulation
37
ondensate Orain Overflow, Size & Grade
38(-Fum2w&ent
Access -Comb. Air -Return Air Vent 115 outle
39.
Attic Access & Platform if Furnace in Attic
Date
Card B-1 Date Card B-1
Date
Card B-1 Date Card B-1
Date
FRAMING (Plans) OK except #'s
40.
Sits Proper Materials & Anchors
Walls Studs -Nailing Spacing & Braces -Plates -Sound
42.
Bearing Walls over Girders & Floor Nailing
Draft Stop in Walls (rat proof)
44. Fire Stops, Furred CeilingsStairs-Oh rs-Tubs
Header Beams-Sizeng
T
Date FRAMING (Continued)
46. Ha -Post Caps -Anchors -Connectors
Cling. Joist-Rttr. Ties-Purlin-M!LUracT hting.-Rfng.
48. Fireplace Ties or Type*lllue-Fireplace Throat clearance
c & Romex Protection -Draft Stop -Ins. Baffle
drm. s or Exiting Doors -Sill Hgt & Dimensions
arage Fire Protection Framing
52. Property Line Firewall & Openings
53. Ext. Doors -One Y -Check Garage 3rd Story, 2 Exits
54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection
55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers
ding -Nailing Veneer
57. Sttu= Mesh -Drip Screed -Fd. Vents-Underflr. Access
S�Glaano Area -Glass Protection-Skvliahts-Plastic .
ear Walls; Nailing -Bolts (d f 1 /Jq,l/,. rf
60. Brace Interior / Exterior Wa
61. Insulation -Walls -Ceilings
62. Infiltration-WallsWindows
Date Al / �, ' Card B-1 CZJ Date Card B-1
Date 8' "C7 Card B-1 Lo Date Card B-1
Date-�/FINAL (Plans) OK except #'s
teps-Door & Sidelight Protection -Landings
S oke Detector
Fumace; Vents -Clearance -Comb, Air-Conector-
1n Garage; Above Floor -Ducts -Meeh. Protection
Be�Voom Exiting
FI. & Bath Fixtures & Tub Access -Spa
Elec. Trim & Subpanel, Breaker Sizes & Labels
Stairs & Rails
7 . ireplace or Stove. Clearance -Hearth
7 . Elec. Outlets at Wood Panel, Int. & Ext.
Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance
Elec. Outlets & Rece ticeles at Kit. Counter
7 . Gara a Fire Door; Swing -Landing -Closure
A.C. Duct in Garage -Damper
76. Wtr. Htr; Vents -Clearance -Comb. Air Connector-P.R.V.
n Garage; Above Floor -Meeh. Protection
/Plb., Elec. & Mach. Equip. Listed for Location
78. fec. Receptacles in Garage G.F.I. -Romex Protection
,fhsulation-Foam-Looked in Attic
80. Guard rails & Deck Construction -Post Caps
84 Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth
Clearance Looked under Floor 0 Yes
allowing Ins rive 0 Yes 9 No/Wal s 9 Yes 0 No/Planters 0 Yes 0 No
83. Stucco -Finish 1/10
A.C. Unit Disconnect, Electrical -Plumbing
•. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings
86. Water Well, Disconnect, Electrical, Plumbing
81- Exterior Elec. Trim, G.F.I. Receptacle -Underground
yentilation Throught House
Glass Protection
96 Corrections from Previous Inspections
yeas Test -Meters Tagged, Gas -Electric
)Nater & Sewer Connected -C/O to Grade -HD Approval
Energy Compliance Certificate -Other Certificates
Date Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Date Card B-1 Date Card B-1
Comments at Final: n I J /al 10.A I 1 4 -14&
`' .. COUNTY OF BUTTE
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street, Chico, CA - (916) 891-2751
7 County Center Drive, Oroville, CA - (916) 538-7541
CORRECTION NOTICE
OWNER PERMIT 140.
A routine inspection in sates that the following vi of Butte County Ordinances exist at
the above address and should be corrected. Please notify this office when correction of work
is completed. If you have any questions pertaining to this matter, or
- C negd//
iona 1 ation
lase cp. tact this office immediately. ,
U4A
- n _ A A
/,
Date
REV 10/92
COUNTY OF BUTTE z
BUILDING DIVISION`r
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street, Chico, CA - (916) 891-2751
7 County Center Drive, Oroville, CA - (916) 538-7541 '•
�f
CORRECTION NOTICE
v)
Gvapmriz 9'7-1y1 LI ._
41
OWNER PERMIT NO.
't
A routine inspection indicates that the following violations of Butte County Ordinances exist at
the above address and should be corrected. Please notify this office when correction of work
is completed. If you have any questions pertaining to this matter, or need additional explanation, a
please contact this office immediately. A
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Date /d Z4" 7 )� Inspector
REV 10/92
COUNTY OF BUTTE 4
BUILDING DIVISION
;p DEPARTMENT OF DEVELOPMENT SERVICES
s 1469 Humboldt Road, Chico, CA - {916) 891-2751
r{ 7 County Center Drive,- Oroville, CA - (916) 538-7-541
747 Elliott Road, Paradise, CA - (916) 872-6307
i
CORRECTION 'NOTICE
OWNER PERMIT N
A routine inspection indicates that the following violations of Butte County Ordinances exist at
the above address and should be corrected. Please notify this office when correction of work
is completed. If you have any questions pertaining to this matter, or need additional explanation,
please contact this office immediately.
ti
Da-te.$!!47_64C7 7 Inspector
REV 10/92
r
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Da-te.$!!47_64C7 7 Inspector
REV 10/92
s+,gd i��F' _�c���' -F�.e �w �.. t. �4�t�%�rsIIC•'�
COUNTY OF BUTTE
• BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
411 Main Street, Chico, CA - (916) 891-2751
4
7 County Center Drive, Oroville, CA - (916) 538-7541
CORRECTION ;NOTICE
OWNER f PERMIT NO.
A routine inspection indicates that the following violations of Butte County Ordinances exist at
;
the above address and should be corrected. Please notify this office when correction of work
is completed. If you have any questions pertaining to this matter, or need additional explanation,
please contact this office immediately.
o
x
Date 5 - q1 Inspector
REV 10/92
V/
- COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION
7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-754191�-
ASSE9ffrRW-H1Y—EP062
p RM, , IT NO•
(Rev. 12/96) APPLICATION AND PERMIT/L74�L
,Z
1O2
BUILDING PERMITOWNER
TELEPHONE
342-4727
SO. FT. OCC. BUILDING VALUATION
1997 R 107,838
OWNER'S MAILING ADDRESS
484 U 8,712
CONTRACTOR'S NAM
SIMMONS CONST
TELEPHONE
345— 286
35 0 2,492
51 COV 663
CONTRACTOR'S MAILING ADDRESS
CONSTRUCTION LENDER
Fireplace A 1,500
LENDER'S MAILING ADDRESS
Total Valuation $ 121 205
ARCHITECT OR ENGINEER
LICENSE NO.
Filing Fee $ 20.00
Permit Fee $ 716.50
ARCHITECT OR ENGINEERS MAILING ADDRESS
Plan Checking Fee $ 46573
BUILDIt�G2TD bS QUAIL RUN DRIVE, CHICO
l � (� U
Energy Plan Checking. Fee $ 23.00
$
PERMIT FEE $ 1,225.23
LOT NO.
SUBDIVISION'S NAMEPARCEL
MAP
PLUMBING PERMIT Fling Fee 20.00
USEOFSTRUCTURE
SF EX Duplex ❑ Mobilehome ❑ Other
SPECIFY
Each Trap 7.00 77.00
'111
Solar or heat pump water heater 23.00
Water piping 15.0015.00
Each as water heater or vent 15.00 15.00
TYPE OF WORK
New ff Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑
Describe Work: 2 BEDROOM
Gas piping system t - 5 outlets 15.00 15.00
Building sewer 15.0015.00
Mobile Home I S I G I W 920.00
PERMIT FEE $ 157.00
ELECTRICAL PERMIT Fling Fee 20.00
Main Service 800V OR LE
20.A oR LEss 23.0023,00
LICENSED CONTRACTOR'S DECLARATION
1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my license is in fu rce and effect.
/ S
License Class Lic. No. l�J/
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractors License
Law for the following reason:
❑ I, as owner of the property, or my employees with wages as their sole compensation,
will do the work, and the structure is not intended or offered for sale.
❑ I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project.
❑ 1 am exempt under Sec. Business and Professions Code for this
reason
Main Service zooA To ,000A 46.00
NEW CONST. DWELLING OCCUP. SO
OR ADDNS. ( a ACc. BLos. 3.50W • $LE
NON -RES DT MU JANCTI-OCUTCETITS @7,50
POWER APPARATUS
8 SINGLE OUTLET CIR.
zo p ,.00
Ex. Occup. OUTLET OR FIXTURES BAL @ .50
PPLNS
Ex. Occup. ourEiFTs RES D.OEA 5.00
Temporary Service 23.00
Mobile Home Facilities 20.00
Misc. Wirina 23.00
PERMIT FEE $ 199-84
WORKERS' COMPENSATION DECLARATION
1 hereby affirm under penalty of perjury one of the following declarations:
❑ 1 have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
/have and will maintain workers' compensation insurance, as required by Section
3700 of the Labor Code, for the performance of work for which this permit is issued.
My workers' compensation in,Vrance carrier and policy umber are:
Carrier S ,,.
Policy Number
(The above sections n ed not be completed if the permit is for work of a valuation
of one hundred dollars ($100) or less.)
❑ 1 certify that in the performance of the work for which this permit is issued, I shall
not emplo any s n in any manner so as to become subject to workers'
com s o aws o California, and agree that if I should become subject to the
w ars' mpens on provisions of section 3700 of the Labor Code, I shall
o com with those provisions.
X �� Date
Si ature o (cant - ❑ Owner ontractor ❑ Agent
An OSHA permit is required for excavations over 60" deep and demolition or construction
of structures over 3 stories in height.
MECHANICAL PERMIT Fling Fee 20.00
Heating 19-00
Cooling
Hood 6.50
Ventilation A 50 4 50
PERMIT FEi= $
Mobile Home Installation Fee $
Energy Inspection Fee $
occ
R3
CONST. TYPE
VN TOTAL FEE $ 1,638.0
HA2.
D. FEs V
IL
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This permit is hereby issued under the applicable provisions
of the Butte County Code and/or Resolutions to do work
indicated above for which fees have been paid.
/y I
By ,� / V,.fh,.- Date
ERMIT EXPIRES ON 8-
Date
ReceiptNo.
WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT
�,'+. t�,?�'`^:.;"S..w,ac-•,..�;�vFa..�y._,�iA{��,�.��. . t�RT++,Q'C!•'ii,.�`d�?%n._��;+�?"�`.. r .. r, . .-.. _
UNTY OF BUTTE DEPARTMENT OF DEVELOPIMENT SERVICES -BUILDING DIVISION
7 COUNTY CENTER DRIVE - OROVILLF�,,, ikO 'RNIA 95965 -TELEPHONE (916) 538-7541
PERMIT APPLICATION DATA SHEET j
OWNER: r.� ti 14,4em— 'ASSESSOR PARCEL NUMBER:
Proposed Building Use: 'Ne,4 , Z � Biuldmg Inspector: Date: �I
At time of permit application, I was advised the folloo ing data must be submitted prior to.permit p cessingfind/or issuance:
�- Date Received By
111. All items have been submitted.
02. Plot plans, 3/4 sets, signed by the preparer of plans. ---------------------------------------------------
❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ---------------------------------------------
❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans.
❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ---------
❑6. Energy Design Compliance and supporting documentation. --------------------------------------- ----
❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------=--
❑ 8. Hazardous Material Form.---------------------------------------------------------------------------------
❑9. Manufactured Home data and installation instructions including Tie Down Specifications .------------------
❑ ees of $ -------------------------------------------------------------------------------------
1 Impact fees as shown on the attached schedule. ---- ---- ----------- ------- --------------------------------�
/ dv
®'I2. California Department of Foresty plan aprrova ees ---------------------------------------
❑ 13. Flood elevation certificate. ------------------------ \--�------------
Q/*1 `'. Sanitation and plot plan approval C N t GO Health Department.
❑ 15. City of Chico plumbing permit. ---------------------------------------
❑ 16. Plot plan and business license approval from the City of Biggs. ---
❑ 17. Planning approval for (A) Use: (B) Parking:
❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage,.9 Legal Parcel. -----------------
❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------
020. Pre -inspection for required. Request to Building Inspector on
❑21. Contractor's license information. (Number, Name Style, Classification). ---------------
❑22. Workers' Compensation carrier and policy number. ---------------------------------------
023. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - -----------------
❑24. Letter of signature authorization ------------------------------------------------------------
❑25. Recorded copy of Agricultural Acknowledgment Statement. -----------------------------
❑26. Letter of intent on building use. --------------------------------------------------------------
❑27. Manufactured Home utility clearance. -------------------------------------------------------
028. Existing violations and/or expired permits. -------------------------------------------------
(Date)
/❑ ❑433 A, El Grant Deed, ❑ M.H. Title, ❑ Check to C.I) $---------------
`/ Other: Nld&l, `f- Cojrncr ewloti r- /sloe ------Cf, �� erL 6. ✓ta�it�
en you issue the permit, rocesss follows ❑ Mail to owner, ❑Mail to contractor.
elephone 3 f S —V and hold for pickup at C �� �� ce. ❑ Deliver with inspector.
Applicant: Date:
Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Aif Pollution Date: By:
Copy of plans sent ❑ Health Department,, ❑ Fire Department, T Other: Date: By:
1. Index permit application for the above items numbered: yYOV I d 4V4Plan Check List
2. Additional items required:
Contractor, designer, owner, was advised 9f the above requrred dAby ❑ phone, ❑ mail, 4 Building Division counter, y ate:
Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date:
Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date:
Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ B*Id* Di ' jon ter, by Date:
Plans reviewed by: Date: Plans approved by: Date: Ey
Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date:
Yellow Copy - Department of Development Services, Building Division.
13
TO: . B1.1111dift-a Department
FROM: Environmental Health
SUBJECT: Sanitation Clearance
c)
Owner Location
Plan Approved for: Sewage Disposal Water Supply: Public
Clearance for bedroom iVVVNIiome. Other
Plot 11.11 Atuch"I
flour Han Auachcd
Sent to
IL -
AP#
Private Well
NOTE
114
Environmental (H
ealth Specialistl
8/92
fA Q (A
4ate
COUNTY OF BUTTE
DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION
7 COUNTY CENTER DRIVE, OROVILLE- CA 95965 TELEPHONE (9.16) 538-7541
SCHEDULE OF FEES DUE
OWNER AaJG-2_'6 ro - '00r A.I. # -2-
PROPOSED BUILDING USE DATE- 2/7
REC # DATE REC.
1. BUILDING PERMIT FEES
-- Balance Due ................ $
Additional Fees Due ........... $
Additional Fees Due ........... $
Revised Plan Checking Fee ......... $
-- Revised.
SCHOOL DISTRICT FEES CH G'a
(paid at District Office)
3. SHERIFF FEES (paid at Building Division)
Residential ........ x $360.00 = $
Units
Commercial (sq.ft.) ... x $0.03 = $
Sq.Ft.
4. URBAN AREA FEES (paid at Building Division)
Residential (per unit) I x ' I = $
#Units Arnt.
Commercial (sq.ft.) . "i
Sq.Ft. Amt.
5. RECREATION DISTRICT FEES
(paid at District Office)
6. THERMALITO DRAINAGE DISTRICT FEES
$425.00 (paid at Building Division)
_6K. SRA FIRE INSPECTION AND PLAN CHECK
$89.00 (paid at Building Division)
8. WATER TENDER FEES (Battalion #
A A SP'ejC_1r0AA_
_27
$200.00 (paid at Building Division)
Frr
9. CSA 87 TRAFFIC FEE
$2500.00 (paid at Building Division)
10. OTHER
At time of permit pp on, I as advised -the above fees are required to be- -paid prior to issuance of the.
building permit Te fees in be changed 'during the plan checking process.
APPLICANT DATE
Original -Owner Copy -Building Div. (Rev. 12/96)
y ,
Anne Warner
12650 Quail Run Drive
Chico, California 95928
&610 i
C
1-S - C
�t /s not
rn~,,,,n������vi�1�- �,�'"eK"..,�"�,r""'rr"^^.�+.-r�r""'".`l :"�i�J^K�',+�"^tilY-,i7SN'"}"'�i>.�i�*+�.r.tti.^'•vYi--^'`l�c'yY+�'4..{.t�,..' „� .,,+,..'y"`y,�` ..
BUTTE COUNTY SCHOOLS IMPACT EEE CERTIFICATION FORM RECEIVED
(One form per Building)
AUG 0 4 1997
School District. Cr7n/
I � o Building Departm TTIE COU16 �•� v
Ai ]DING 131viSION
A.P. Number 101- 47- Jurisdiction: City County
Property Owner , v lettQ-A, M L o—r0K
Property Location/Address
Subdivision Lot No.
Residential Development - ° Sq. Footage M7
7
No of Living Mobile Home Addition�,{((Group R
Units Installation l eiY% 1-32
i Muer-1 -to Sk yia ,, to
Commercigl/Industrial ' Sq. Footage j
New Addition (Including- E•9tenSr
0" - Roofed Areas
41
uildi g D rtment Representative �Dt
7.
'�
(Floor Plans reviewed by School,DistV - rict>Fersonnel)/,fj/,1,r/,•YanA
r District Identification No.
.�- . �• , U School District certifies that / �Z�� (Yt
y (Applicant)
(Street Address) y (Phone Number)
(City) (State) (Zip Code)
ti b ��/ %
has complied with the requirements of Resolution No. ° by payment of S / /4 D D
representing (� square feet.
School District Representative
Paid by Check # 5 6 //
Remarks:
EBIL9;11 SIGATION $
ZZ12
Date
137`1^ 4e� -cv-
Notice: You may protest the imposition of the fees Identified above by submitting a written protest to the District, in compliance with
Government Code Section 660201a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit
you from challenging the imposition of the fees in any court action.
If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is
notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CE"),
this project may be subject to additional school fees to fully mitigate its impact on the school district's schools.
White (applicant), Yellow (building department), Pink (school district) feeform.xls (2/97)dmm
4,�
ELEVATION CERTIFICATE O.M.B. y31 1999
Expires May3, 3
13
FEDERAL EMERGENCY MANAGEMENT AGENCY
NATIONAL FLOOD INSURANCE PROGRAM
'ATTENTION: Use of this certificate does not provide a waiver of the flood insurance purchase requirement. This form is used only to
provide elevation information necessary to ensure compliance with applicable community floodplain management ordinances, to
determine the proper insurance premium rate, and/or to support a request for a Letter of Map Amendment or Revision (LOMA or LOMR).
Instructions for completing Pis form can be found on the following pages.
SECTION A PROPERTY INFORMATION FOR INSURANCE COMPANY 9SE
BUILDING OWNER'S NAME r ;� POLICY NUMBER
Vrc o2 MLOTok- c I*A) v E �a2ti��i 4•.
STREET ADDRESS,(Including Apt.. Unit, Suite and/or Bldg. Number) OR P.O. ROUTE AND BOX NUMBER I COMPANY NAIL NUMBER
OTHER DESCRIPTION (Lot and Block Numbers, etc.) t
A P N,) 0 // -310 —0
CIry STATE ZIP CODE
C c 9S92_6
SECTION B FLOOD INSURANCE RATE MAP (FIRM) INFORMATION.
Provide the following from the proper FIRM (See Instructions):�-...-
I. COMMUNITY NUMBER
2. PANEL NUMBER
3. SUFFIX
4. DATE OF FIRM INDEX
5. FIRM ZONE
6. BASE FLOOD ELEVATION
(in AO Zones, use depth)
7. Indicate the elevation datum system used on the FIRM for Base Flood Elevations (BFE):,MNGVD'29 ❑Other (describe on back)
8. For Zones A or V, where no BFE Is provided on the FIRM, and the community has established a BFE for this building site, indicate
the community's BFE:! 1+413 41 . U feet NGVD (or other FIRM datum—see Section B, Item 7).
SECTION C BUILDING ELEVATION INFORMATION '
1. Using the Elevation Certificate Instructions, indicate the diagram number from the diagrams found on Pages 5 and 6 that best
describes the subject`b u_ildin`g's'!r`6Iere`nce level 0 .
2(a). FIRM Zones All A30; AE, AH;,and'A (with BFE). The top of the reference level floor from the selected diagram is at an elevation
of I 1 1_1 feet NGVD (or other FIRM datum—see Section B, Item 7).
(b). FIRM Zones,V1430, ,VE, and V (withlBFE). The bottom of the lowest horizontal structural member of the reference level from
the selected diagram, is at an elevatiotn'of! 1 1 ! 1 feet NGVD (or other FIRM datum—see Section B, Item 7).
(c). FIRM Zone A (without BFE). The floor used as the reference level from the selected diagram is t !& . SII feet above (9 or
_ r- i 4 f _
below ❑ (check,one) •the highest grade adjacent to the building.
(d). FIRM Zone AO. The floorusedras the reference level from the selected diagram is et above.or below CI (check
one) the highest grade adjacent to the building. If no flood depth number is available, is the building's lowest floor (reference
level) elevated in accordance with the community's floodplain management ordinance? ❑ Yes L l No ❑ Unknown
3. Indicate the elevation datum system used in determining the above reference level elevations:, NGVD '29 Other (describe
under Comments on Page 2). (NOTE: If the elevation datum used in measuring the elevations is different than that used on
the FIRM (see Section B, Item 7], then convert the elevations to the datum system used on the FIRM and show the conversion
equation under Comments on Page 2.)
4. Elevation reference mark used appears on FIRM: n Yes i' 'i No (See Instructions on Page 4)
5'71ie reference level elevation is based on: actual construction: construction drawings
(NOTE: Use of construction drawings is only valid if the building does not yet have the reference levet floor in p%ace, in which''
.: .
case. this,ceitihcate will only be valid for the building during the couise of construction. A post -construction Elevation Certificate
will be required once construction is complete.)
6. The elevation of the lowest grade immediately adjacent to the building is: LLJI5_101. k�l feet NGVD (or other FIRM datum -see
Section B, Item 7).
SECTION D COMMUNITY INFORMATION
1. If the community official responsible for verifying building elevations specifies that the reference level indicate 4. on C t
is not the "lowest floor" as defined in the community's floodplain management ordinance, the elevation of th ding's -st
floor" as defined by the ordinance is: l I ! I I !,I feet NGVD (or other FIRM datum—see Section B, Item 7 411"
?. Date of the start of construction or substantial improvement �a
FEMA Form 81-31) MAY 90 REPLACES ALL PREVIOUS EDITIONS SEE REVERS 4$i F& CONTINUATION
y.
SECTION E r CERTIFICATION
This certification is to be signed by a land surveyor, engineer, or architect who is authorized by state or local law to certify elevation
information when the elevation information for Zones Al -A30, AE: AH, A (with BFE),V1-V30,VE, and V (with BFE) is required.
Community officials who are authorized by local law or ordinance to provide floodplain management information, may also sign the
certification. In the case of Zones AO and A (without a FEMA or community issued BFE), a building official, a property owner, or an
owner's representative may also sign the certification.
Reference level diagrams. 6,'7 and B - Distinguishing Features -If the certifier is unable to certify to breakaway; non -breakaway wall,
enclosure size, location of servicing equipment, area use: wall openings, or unfinished area Feature(s), then list the Feature(s) not
included in the certification under Comments below. The diagram number, Section C, Item 1, must still be entered.
t certify that the information in Sections B and C on this certificate represents my best efforts to interpret the data available.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001
L.CFI I INCH -J NAMt LICENSE NUMBER (or Affix Seal)
TITLE COMPANY NAME
__
ADDRESS SIT! STATE ZIP
466 172,4-Nz ,v1 lee C 7i �v c,4 yts'9Z 6
SIGNATURE DATE PI-1NE
�_—=—' 0 9/6 92 1963 /
Copies should be made of this Certificate for: 1) community official, 2) insurance agent/company, and 3) building owner.
COMMENTS: _ Ivv � �O. r1�j d I Z A �6'/e v. 3 S4. � Q� , Z 9 'AJ is ✓D —_
_20 r� L.Jr�, r s.�P e P✓.._
Dr.
W X14016 m
ON WITH Cft
SLAB BASEMENT
COLUMNS
A V A A V
ZONES ZONES ZONES ZONES _701 ES
_ � y,. n.
HEFEHENGE ^'LEVE; > FEFEFE1:CE
� '..ASE
LEVEL FLOOD \��
ELEVATION -
r ...>..: •,.,,..:r... :_:r;;-:'� ' -a;...<:. •' :tea i ( easE
EASE . •ADJACENT -:•. .. HEFEFENC° t FLCCD
FLOOD .... }t - I EL=V. 7h�r:
EVATION REFERENCE ADJACENT GHP.OE .y�fy LEVEL
:EVEL CHAV_ 4
LII%.
: "': a' : •.i: �.. :;i AJJAGENT.;.
CRA -:)E
The diagrams above illustrate the points at which the elevations should be measured in A Zones and V Zones.
Elevations for all A Zones should be measured at the top of the reference level floor.
Elevations for all V Zones should be measured at the bottom of the lowest horizontal structural member.
Page 2
&'Z
DEPARTMENTAL MEMORANDUM CV4 fteir
TO: All Field and Office Inspection Staff
FROM: Scott Rutherford, Chief Building Inspector
SUBJECT: Post Construction Elevation Certificates
DATE: 11/18/98
9
A reminder:
Construction of any type in a designated flood zone requires two Flood Elevation
Certificates, one based on construction drawings prior to issuance of the permit, and
one based on actual construction after the building is complete.
®o not final any building in a flood zone unless an Elevation
Certificate based on actual construction has been submitted,
compared with the "construction drawings" certificate, and
stamped and wet signed by the -licensed engineer or
surveyor.
I
STRUCTURAL CALCULATIONS
RCE Job #97-005
for
LENN GOLDMANN 8z ASSOCIATES
Mlotok/Warner Residence
12650 Quail Run Rd.
Chico, CA
Calculation Index:
Page #
• Gravity Loads
1-2
• Beam Analysis
BI - B27
• Column Analysis
CI -C2
• Retaining Wall Analysis
R1 - R8
• Lateral Analysis
Ll — L20
Revision
Summary:
1�
Rev. 0 Initial Issue
Rev. 1 Roof Dead Load changed to 18 psf, pg. 1-2. Omitted beams
B 12-B 13, B 17-B 19. Reprinted and renumbered all Beam Analysis
pages, pg. B 1 - B26. Added windows and changed shear walls on
wall lines 4 8t 7. Reprinted Lateral Analysis with changes, pg. L 1 -
L20.
Rev. 2 Revised Calculations to reflect changes to Shear Wall Line 1;
Added a beam, (1330) at the opening and changed the shearwall
from a 25' wall to two 5'-6" walls. Revised pages B2, LI, LI 1,
L17 and added page B27.
These Calculations have been prepared for plans drawn by Lenn
Goldmann K Associates a above indicated property. The
results of the calculatip corporated on said plans.
J. q
c
rqT Q V I1.
Fnc
ROBERTS CONSULTING ENGINEERING
11708 Salem Street a Chico, CA 95928. e (916) 894-8801
RLE rn.00s
. S2
�o ST Lz�.youT c—o tLwp- LavcL..
co
00 OC S SOFTWARE FOR WOOD DESIGN
File Name: B30 WoodWorks SIZER 1.0j 17 Jul,1997 10:34
COMPANY I PROJECT
R. C. E. I Mlotok - Warner
1708 Salem St. Chico, CA I Quail Run, Chico CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97-005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
service: wet
lateral support: Top= Full Bottom= @Supports
total length: 16.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------ I-------- I----------------- I----------------- I--------
1 Full UDL Dead 128.00 No
2 Full UDL Live 512.00 No
Self -weight of members has NOT been included.
DESIGN SECTION: D.Fir-L, No. 1, 6x16 @ 0 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 16.0 ft I
I
---------- I ------------------I
Reaction 1 5.12 5.12
B.Length I 2.2 2.2
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria I
--------------I----------------I----------------I------------------1
Analysis
Value
I Design
Value
I Analysis/Design I
Shear
fv @d =
76
Fv' =
85
fv/Fv' = 0.89
Bending(+)
fb =
1116
Fb' =
1309
fb/Fb' = 0.85
Live Defl'n
0.28 =
L/694
0.53 =
'L/360
0.52
Total Defl'n
0.38 =
L/505
1.07 =
L/180
0.36
Bending(+): Crit.LC#= 2 CD= 1.00 CL=1.000
Shear : Crit.LC#= 2 CD= 1.00 V@d= 4.29
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
RLE f 11 - oc�S
9 N
�0
,
"o
—o
0
i
3 -o
L� n
"1 —O
ri(.
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L—I
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O
r4
07/17/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wall ine
ID
Wall Loads
Seismic Wind
(kips) (kips)
Wall
Length
(feet)
WallHorizontal
Stresses
(pin
Diaphragm
Lengths 8T Stresses
Sill Plate.ear Anchorage
Bolt Dia. (in.) or
Connector Type
Capacity
(kips)
Spacing
(feet) (plO (feet) (plf)
East Side West Side
I@ Bottom Level
I@ Foundation
0.26
0.00
11
24
0.500
0.841
48 inches o.c.
2@ 1 st Level
2@ Bottom Level
2@ Foundation
0.24
0.54
0.43
0.73
12
18
'36
44
38 11
0.500
0.841
48 inches O.C.
32 5 32 9
3@ 1 st Level
3@ Bottom Level
3@ Foundation
1.61
2.77
1.44
2.45
18
.40
89
117
78 4 78 18
0.500
0.841
48 inches o.c.
75 4 75 4
4@ 1st Level
4@ Bottom Level
4@ Foundation
1.71
3.06
1.62
2.61
30
65
57
74
83 16 83 6
0.500
0.841
48 inches o.c.
80 13 80 13
5@ 1 st Level
5@ Foundation
1.36
2.05
17
120
28 17 28 46
0.500
0.841
48 inches o.c.
6@ Bottom Level
6@ Foundation
0.78
1.53
18
85
28 28
0.500
0.841
48 inches o.c.
7@ 1 st Level
7@ Bottom Level
7@ Foundation
0.73
1.11
1.08
1.89
10.75
21
100
121
24 45
0.500
0.841
48 inches o.c.
21 90
8@ 1st Level
8@ Bottom Level
8@ Foundation
0.93
1.31
1.37
2.18
8,
20
171
163
30 31
0.500
0.841
48 inches o.c.
27 49
F1
07/17/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wall Line
Wall
Load
Wall
Wall
AppliedForces
Resisting OTM
Resistive
Net Uplift
Comments
ID
Load
Type
Height
Length
OTM
Uniform Load Point Load
OTM
Force
(kips)
(feet)
(feet)
(foot -kips)
(klf) (kips)
(foot -kips
(kips)
eismic
0.112
0.76
__TT5T_
MST148
@ 1 st Level
8.00
4.00
2.18
0.112
0.76
0.354
MST148
1.27
Wind
8.00
4.00
5.08
0.112
0.60
1.120
MST148
8.00
4.00
5.08
0.112
0.60
1.120
MST148
H
1.02
Seismic
w x post
@Bottom Level
2.21
Wind4.00
14.00
28.98
0.056
3.66
1.809
HD2A w/ DBL 2x post
1
elsmIc
_T
0.140
1.80
ITFITeRt Tpi
No Holdown eq
@ 1 st Level
10.00
5.50
1.30
0.140
1.80
No Net Uplift!
No Holdown Req'd
0.00
Wind
10.00
5.50
0.00
0.095
0.96
No Net Uplift!
No Holdown Req'd
10.00
5.50
0.00
0.095
0.96
No Net Uplift!
No Holdown Req'd
2
0.24
Seismic
o Net Uplift!
@ 1 st Level
8.00
6.00
0.96
0.112
1.71
No, Net. Uplift!
MSTI36
0.43
Wind
8.00
6.00
1.72
0.112
1.34
0.062
MST136
8.00:
6.00
1.72
0.112
1.34
0.062
MST136
2
0.54
Seismic
o Net p
w 2x post
@Bottom Level
10.00
9.00
2.71
0.140
4.82
No Net Uplift!
HD2A w/ 2x post
0.73
Wind
10.00
9.00
4.19
0.140
3.78
0.045
HD2A w 2x post
10.00
9.00
4.19
0.140
3.78
0.045
HD2A w/ 2x post
STRUCTURAL CALCULATIONS
RCE fob #97-005
v�
for
r
LENIN GOLDMANN at ASSOCIATES
Mlotok/Warner Residence
STRUCTURAL CALCULATIONS
RCE fob #97-005
v�
for
LENIN GOLDMANN at ASSOCIATES
Mlotok/Warner Residence
Rev. 1
12650 Quail Run Rd.
Chico, CA
vvf ESS/4
beams B12 -BI 3, B17 -B 19.
j , 'qReprinted
Calculation Index:
Page #
• Gravity Loads
1-2
• Beam Analysis
BI - B26
• Column Analysis
C1 -C2
• Retaining Wall
R1 - R8
Analysis
• Lateral Analysis
Ll — L20
ROBERTS CONSULTING ENGINEERING
1708 Salem Street • Chico, CA 95928 • (916) 894-8801
v�
Revision Summary:
Rev. 0
Initial Issue
Rev. 1
Roof Dead Load changed to
18 psf, pg. 1-2. Omitted
vvf ESS/4
beams B12 -BI 3, B17 -B 19.
j , 'qReprinted
and renumbered
0 c
all Beam Analysis pages, pg.
B 1 - B26. Added windows ;
and changed shear walls on
�
`'}9TFof
wall lines4 8E 7. Reprinted
CAI�F��`\�
Lateral Analysis with
changes, pg. L 1 - L20.
E Xe
These Calculations have been prepared for plans
drawn by Lenn
Goldmann K Associates for the above indicated
property. The
results of the calculations have been incorporated on
said plans.
ROBERTS CONSULTING ENGINEERING
1708 Salem Street • Chico, CA 95928 • (916) 894-8801
06/27/97 - Mlotok/Warner Res. - RCE job No. 97-005 - Pg. 1
Gravity Loads:
Roof Dead Load
5/8" CDX
1.9 psf
@ Living Room
Trusses @ 24"
4.0 psf
Slope =
30 yr. Comp
5.0 psf
5
5/8" Gyp.
2.5 psf
to
Insul.
1.0 psf
12
Misc.
2.2 psf
Total (sloped) 16.6 psf
Total horiz 18.0_psf_
Total (a)(ial) '6.4 psf
Roof Dead Load
5/8" CDX
1.9 psf
@ Living Room
2x6 @ 24" o.c.
1.0 psf
Slope =
30 Year Comp.
5.0 psf
5
Insul.
1.0 psf
to
Misc.
2.2 psf
12
Total (sloped)
11.1 psf
Total horiz
12.0 psf
Total axial
4.3 psf
Roof Live Load ( construction 16.0 psf
Floor Dead Load 1 1/8" CDX 3.4 psf
w/ Carpet T]1/25's 2.0 psf
Carpet 2.0 psf
Insul. 1.0 psf
Misc. 2.6 psf
Total 11.0 psf
it
06/27/97 - Mlotok/Wameir Res. - RCE Job No. 97-005 - Pg. 2
Floor Dead Load 3/4" TuG Ply. 2.3 psf
w/ Tile T]1's 2.0 psf
Tile 8.0 psf
Insul. 1.0 psf
Misc. 2.7 psf
Total 16.0 psf
Floor Live Load IlResidential 40.0 psf
Floor Live Load IlBalcony 60.0 psf
Wall Dead Load 1/2" Ply. 1.5 psf
w/ Wood 2x6 @ 16" o.c. 1.7 psf
{ Wood Siding 5.0 psf
1/2" Gyp. 2.2 psf
Insul. 1.0 psf
Misc. 2.6 psf
Total 14.0 sf
o oS
5e&,-^ . CaL-U hM►J u r
tD
r
I
ra P l
RLE cn . oos. i � � r3z
� A �C.ST Lz�iOUT Cn
LEvCL
m
W-0-odWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B1 WoodWorks SIZER 1.Oj 23 Jun,1997 14:48
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico; CA
Phone: (916) 894-8801 I Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS-1991
type: Beam
database: Custom
material: Timber-soft
lateral support: Top= Full Bottom= @Supports
total length: 3.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-=---I------------I--------I-----------------I-----------------1--------
1 Full UDL Dead 147.00 No
2 Full UDL Constr. 112.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I_ 3.5 ft 1
I I
----------1------------------1
Reaction 1 0.47 0.47
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------I----------------I------------------1
I Analysis
Value I
Design
Value
I Analysis/Design I
Shear
fv @d =
11
Fv' =
106
fv/Fv' = 0.10
Bending(+)
fb =
96
Fb' =
1500
fb/Fb' = 0.06
Live Defl'n
0.00 =
<L/999
0.12 =
L/360
0.01
Total Defl'n
0.00 =
<L/999
0.17 =
L/240
0.02
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.30
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
File Name: B2
COMPANY
R. C. E.
1708 Salem St. Chico,
Phone: (916) 894-8801
Fax: (916) 894-8801
DESIGN DATA:
code:
type:
database:
material:
service:
lateral support
total length:
3yNorKS sILtK SOFTWARE FOR WOOD DES
Woodworks SIZER 1.Oj 23 Jun,1997 13:38
I PROJECT
I Mlotok/Warner Res.
CA I Chico, CA
I Lenn Goldmann
1 97.005
DESIGN CHECK
NDS -1991
Beam
Custom
Timber -soft
wet
Top= Full Bottom= @Supports
17.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load
I Distribute
I Type I
Magnitude I
Location - I
Pattern
-----I------------I--------I-----------------I-----------------I--------
I
I I
Start End I
Start End I
Load
1
Full UDL
Dead
294.00
No
2
Full UDL
Constr.
224.00
No
3
Point
Dead
0.64
3.50
No
4
Point
Constr.
0.49
3.50
No
Seit-weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x14 @17.636 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
I 17.0 ft I
I I
----------1------------------1
Reaction 1 5.45 4.79
B.Length 1 2.4 2.1
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria I Analysis Value I Design
Value I
Analysis/Design I
--------------I----------------I----------------1------------------1
Shear fv @d = 98 Fv' =
106
fv/Fv' = 0.92
Bending(+) fb = 1536 Fb' =
1671
fb/Fb' = 0.92
Live Defl'n 0.26 = L/780 0.57 =
L/360
0.46
Total Defl'n 0.80 = L/253 0.85 =
L/240
0.94
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d=
4.85
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits
are appropriate
for your application.
2. Sawn lumber bending members shall be
laterally
supported according to
the provisions of NDS Clause 4.4.1.
J
r_'
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load
WooaworKS 51LEK
SOFTWARE FOR WOOD DESIGN
File Name: B2 -GL
Woodworks SIZER 1.Oj 30 Jun,1997 13:09
Pattern
COMPANY
I
I PROJECT
R. C.
E.
Load
I Mlotok/Warner Res.
1708 Salem St. Chico,
CA
I Chico, CA
Phone:
(916) 894-8801
2
I Lenn Goldmann
Fax:
(916) 894-8801
L/360
197.005
3
Point
DESIGN
CHECK
DESIGN
DATA:
4
Point
Constr.
code:
NDS -1991
No
type:
Beam
database:
Custom
material:
Glulam Simple
service:
wet
lateral support:
Top= Full
Bottom= @Supports
total length:
17.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load
I Distribute
I Type I
Magnitude I
Location I
Pattern
--------------
Shear
I
I I
Start End I
Start End I
Load
-----I------------I--------I-----------------I-----------------I--------
1
Full UDL
Dead
294.00
2397
No
2
Full UDL
Constr.
224.00
L/360
No
3
Point
Dead
0.64
3.50
No
4
Point
Constr.
0.49
3.50
No
Self -weight automatically included.
DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf
************************************************************************
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
I 17.0 ft I
----------I------------------I
Reaction I 5.46 4.79
B.Length I 3.1 2.7
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
I Analysis
Value
I Design
Value
I Analysis/Design I
--------------
Shear
I ----------------
fv @d =
93
I ----------------
Fv' =
208
I ------------------I
fv/Fv' = 0.45
Bending(+)
fb =
1337
Fb' =
2397
fb/Fb' = 0.56
Live Defl'n
0.22 =
L/934
0.57 =
L/360
0.39
Total Defl'n
0.67 =
L/303
0.85 =
L/240
0..79
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000 CV=0.999(KL=1)
Shear : Crit.LC#= 2 CD= 1.25 V@d= 4.79
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. GLULAM: The loading coefficient KL used in the calculation of Cv
is assumed to be unity for all cases. This is conservative except
where point loads occur at 1/3 points of a span (NDS Table 5.3.2).
3. GLULAM: bxd = actual breadth x actual depth.
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B3 WoodWorks SIZER 1.0j 23 Jun,1997 14:48
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type:' Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 6.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----1------------1--------1-----------------1-----------------I--------
1 Full UDL Dead 179.00 No
2 Full UDL Constr.. 136.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
************************************************************************
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
I 6.5 ft I
I I
---=------1------------------1
Reaction 1 1.06 1.06
B.Length 1 1.0 1.0
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------1----------------I----------------I------------------1
1 Analysis
Value
I Design
Value
I Analysis/Design 1
Shear
fv @d =
31
Fv' =
106
fv/Fv' = 0.29
Bending(+)
fb =
399
Fb' =
1500
fb/Fb' = 0.27
Live Defl'n
0.02 =
<L/999
0.22 =
L/360
0.08
Total Defl'n
0.05 =
<L/999
0.32 =
L/240
0.17
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.85
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
WoodWorks S SOFTWARE FOR WOOD DESIGN
File Name: B4 WoodWorks SIZER 1.Oj 23 Jun,1997 14:34
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 I Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 4.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------I--------I-----------------1-----------------I--------
1 Full UDL Dead 231.00 No
2 Full UDL Constr. 176.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
1 4.5 ft I
I I
----------I------------------1
Reaction 1 0.94 0.94
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------I----------------1------------------I
I Analysis
Value I
Design
Value
I Analysis/Design 1
Shear
fv @d =
25
Fv' =
106
fv/Fv' = 0.23
Bending(+)
fb =
246
Fb' =
1500
fb/Fb' = 0.16
Live Defl'n
0.01 =
<L/999
0.15 =
L/360
0.03
Total Defl'n
0.02 =
<L/999
0.22 =
L/240
0.07
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.68
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall.be laterally supported according to
the provisions of NDS Clause 4.4.1.
9� 8q
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B5 WoodWorks SIZER 1.0j 23 Jun,1997 14:34
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom @Supports
total length: 3.50 (ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude 1 Location I Pattern
I I I Start End 1 Start End I Load
-----1------------1--------1-----------------1-----------------I--------
1 Full UDL Dead 168.00 No
2 Full UDL Constr. 128.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 3.5 ft I
IA AI
----------1------------------1
Reaction 1 0.54 0.54
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------1----------------I----------------1------------------1
1 Analysis
Value I
Design
Value
I Analysis/Design I
Shear
fv @d =
13
Fv' =
106
fv/Fv' = 0.12
Bending(+)
fb =
109
Fb' =
1500
fb/Fb' = 0.07
Live Defl'n
0.00 =
<L/999
0.12 =
L/360
0.01
Total Defl'n
0.00 =
<L/999
0.17 =
L/240
0.02
W
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.34
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application. r
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
C'
Wo-o-dMorks SIZ SOFTWARE FOR WOOD DESIGN
File Name: B6 WoodWorks SIZER 1.Oj 23 Jun,1997 14:33
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 3.50 [ft]
INPUT LOADS: (force=kips, pressure=ps'f, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------1--------I-----------------I-----------------I--------
1 Full UDL Dead 221.00 No
2 Full UDL Constr. 168.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. .1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 3.5 ft I
I I
----------I------------------I
Reaction)l 0.70 0.70
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------
I Analysis
I ----------------
Value
I
I Design
----------------
Value
I Analysis/Design I
Shear
fv @d =
16
Fv' =
106
I ------------------I
fv/Fv' = 0.15
Bending(+)
fb =
142
Fb' =
1500
fb/Fb' = 0.09
Live Defl'n
0.00 =
<L/999
0.12 =
L/360
0.02
Total Defl'n
0.01 =
<L/999
0.17 =
L/240
0.03
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.45
Deflection: Crit.LC#= 2
" Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
File Name: B7
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
Woodworks SIZER 1.Oj 23 Jun,1997 14:35
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 17.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------I--------I-----------------I-----------------I--------
1 Part'l UDL Dead 126.00 126.00 0.00 16.00 No
2 Part'l UDL Constr. 96.00 96.00 0.00 16.00 Yes
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
1 12.0 2.0 3.5 ft I
IA AI
---------- I ------------------------------------I
Uplift I 1.20
Reaction I 1.09 3.55
B.Length I 1.0 1.0
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------
I Analysis
Value I
Design
Value
I Analysis/Design I
Shear
I ----------------
fv @d =
I
62
----------------
Fv' =
106
I ------------------I
fv/Fv' = 0.59
Bending(+)
fb =
601
Fb' =
1500
fb/Fb' = 0.40
Bending(-)
fb =
831
Fb' =
1500
fb/Fb' = 0.55
Live Defl'n
0.07 =
<L/999
0.40 =.
L/360
0.18
Total Defl'n
0.22 =
L/651
0.60 =
L/240
0.37
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Bending(-): Crit.LC#= 4 CD= 1.25 CL=1.000
Shear : Crit.LC#= 4 CD= 1.25 V@d= 1.72
Deflection: Crit.LC#= 6
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires
that normal grading provisions be extended to the middle 2/3 of
2 span beams and to the full length of cantilevers and other spans.
3. Sawn lumber bending members shall be laterally supported according to
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B8 Woodworks SIZER 1.Oj 23 Jun,1997 14:36
COMPANY
R. C. E.
1708 Salem St. Chico, CA
Phone: (916) 894-8801
Fax: (916) 894-8801
DESIGN DATA:
code:
type:
database:
material:
lateral support
total length:
I PROJECT
I Mlotok/Warner Res.
I Chico, CA
I Lenn Goldmann
1 97.005
DESIGN CHECK
NDS -1991
Beam
Custom
Timber -soft
Top= Full Bottom= @Supports
3.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location
I Pattern
I I I Start End I Start End I Load
-----'I------------I--------I-----------------I-----------------I--------
1 Full UDL Dead 63.00 No
2 Full UDL Constr. 48.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
I 3.5 ft I
I I
---------- I ------------------I
Reaction 1 0.21 0.21
B.Length 1 1.0 1.0 `
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------I----------------I------------------1
I Analysis
Value
I Design
Value
I Analysis/Design 1
Shear
fv @d =
5
Fv' =
106
fv/Fv' = 0.05
Bending(+)
fb =
43
Fb' =
1500
fb/Fb' _ -0.03
Live Defl'n
0.00 =
<L/999
0.12 =
L/360
0.00
Total Defl'n
0.00 =
<L/999
0.17 =
L/240
0.01
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.14
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
Fr7'
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B9 WoodWorks SIZER 1.Oj 23 Jun,1997 14:36
.COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 6.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----1---=--------1-------- I ----------------- I ----------------- I--------
1 Full UDL Dead 231.00 No
2 Full UDL Constr. 176.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 6.5 ft I
I I
---------- I ------------------I
Reaction 1 1.35 1.35
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------I----------------I------------------1
I Analysis
Value I
Design
Value
I Analysis/Design I
Shear
fv @d =
40
Fv' =
106
fv/Fv' = 0.37
Bending(+)
fb =
512
Fb' =
1500
fb/Fb' = 0.34
Live Defl'n
0.02 =
<L/999
0.22 =
L/360
0.11
Total Defl'n
0.07 =
<L/999
0.32 =
L/240
0.21
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.09
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
0
WoodWorks SIZFER SOFTWARE FOR WOOD DESIGN
File Name: B10 WoodWorks SIZER 1.Oj 23 Jun,1997 14:54
COMPANY I PROJECT
R C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 I Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 4.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------1--------I-----------------I-----------------I--------
1 Full UDL Dead 126.00 No
2 Full UDL Constr. 140.00 No
Self -weight automatically included.
************************************************************************
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
************************************************************************
MAXIMUM REACTIONS and BEARING LENGTHS
I 4.5 ft I
I I
----------1------------------I
Reaction 1 0.62 0.62
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------I----------------I------------------1
I Analysis
Value I
Design
Value
I Analysis/Design I
Shear
fv @d =
16
•Fv' =
106
fv/Fv' = 0.15
Bending(+)
fb =
162
Fb' =
1500
fb/Fb' = 0.11
Live Defl'n
0.00 =
<L/999
0.15 =
L/360
0.03
Total Defl'n
0.01 =
<L/999
0.22 =
L/240
0.05
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.45
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
00 or s SOFTWARE FOR WOOD DESIGN
File Name: Bll WoodWorks SIZER 1.Oj 23 Jun,1997 14:37
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 13.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I
Distribute
I Type I
Magnitude 1
Location I
Pattern
I
-----I------------I--------I-----------------I-----------------I--------
fv @d =
70
I I
Start
End I
Start
End I
Load
1
Part'l
UDL
Dead
210.00
210.00
0.00
5.00
No
2
Part'l
UDL
Constr.
160.00
160.00
0.00
5.00
No
3
Part'l
UDL
Dead
80.00
80.00
5.00
13.50
No
4
Part'l
UDL
Constr.
105.00
105.00
5.00
13.50
No
5
Point
Dead
0.60
5.50
No
6
Point
Constr.
.0.50
5.50
No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x10; @12.411 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
1 13.5 ft I
I I
----------1------------------I
Reaction 1 2.74 1.95
B.Length 1 1.0 1.0
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
I Analysis
Value
I Design
Value
I Analysis/Design I
--------------1----------------1------------=---I------------------1
Shear
fv @d =
70
Fv' =
106
fv/Fv' = 0.66
Bending(+)
fb =
1349
Fb' =
1687
fb/Fb' = 0.80
Live Defl'n
0.21 =
L/766
0.45 =
L/360
0.47
Total Defl'n
0.57 =
L/286
0.67 =
L/240
0.84
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 2.44
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
0
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B14 Woodworks SIZER 1.Oj 23 Jun,1997 13:40
COMPANY
R. C. E.
1708 Salem St. Chico, CA )
Phone: (916) 894-8801
Fax: (916) 894-8801
I PROJECT
I Mlotok/Warner Res.
I Chico, CA
I Lenn Goldmann
1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 6.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------I--------I-----------------I-----------------I--------
1 Full UDL Dead 237.00 No
2 Full UDL Constr. 176.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
1 6.5 ft I
I I
----------1------------------I
Reaction 1 1..37 1.37
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------I----------------1------------------I
I Analysis
Value
I Design
Value
I Analysis/Design I
Shear
fv @d =
40
Fv' =
106
fv/Fv' = 0.38
Bending(+)
fb =
520
Fb' =
1500
fb/Fb' = 0.35
Live Defl'n
0.02 =
<L/999
0.22 =
L/360
0.11
Total Defl'n
0.07 =
<L/999
0.32 =
L/240
0.22
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.11
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber,bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
File Name: B.15 WoodWorks SIZER 1.Oj 23 Jun,1997 14:38
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 I Lenn Goldmann
Fax: (916) 894-8801 197.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 6.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location
I Pattern
I I I' Start End I Start End I Load
-----I------------I--------I-----------------I-----------------I--------
1 Part'l UDL Dead 273.00 273.00 0.00 3.00 No
2 Part'l UDL Constr. 208.00 208.00 0.00 3.00 No
3 Trapezoida Dead 189.00 126.00 3.00 5.75 No
4 Trapezoida Constr. 144.00 96.00 3.00 5.75 No
5 Point Dead 0.63 3.00 No
6 Point Constr. 0.48 3.00 No '
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
c
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
I 6.0 ft I '
^ AI
---------- I ------------------I
Reaction I 1.88 1.49
B.Length I 1.0 1.0
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------
I Analysis
Value I
Design
Value
I Analysis/Design, I
Shear
fv @d =
I
57
----------------I------------------I
Fv' =
106
fv/Fv' = 0.54
Bending(+)
fb =
802
Fb' =
1500
fb/Fb' = 0.53
Live Defl'n'
0.03 =
<L/999.
0.20 =
L/360
0.14
Total Defl'n
0.08 =
L/860
0.30 =
L/240
0.28
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.58
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
PGi �e�
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B16 Woodworks SIZER 1.Oj 23 Jun,1997 14:55
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= @Supports
total length: 6.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------I--------i-----------------I-----------------I--------
1 Full UDL Dead 210.00 No
2 Full UDL Constr. 160.00 No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 6.5 ft 1
I I
----------I------------------1
Reaction 1 1.23 1.23
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------
I Analysis
I ----------------
Value
I Design
I ----------------
Value
I Analysis/Design 1
Shear
fv @d =
36
Fv' =
106
I ------------------I
fv/Fv' = 0.34
Bending(+)
fb =
467
Fb' =
1500
fb/Fb' = 0.31
Live Defl'n
0.02 =
<L/999
0.22 =
L/360
0.10
Total Defl'n
0.06 =
<L/999
0.32 =
L/240
0.20
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000, j.
Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.00
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
File Name: B20
P"1 a I r
_WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
WoodWorks SIZER 1.Oj 23 Jun,1997 14:38
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Joist
database: Custom
material: Lumber -soft
service: wet
lateral support: Top= Full Bottom= Full
total length: 16.00 (ft]
repetitive factor: applied where applicable.
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------I--------I-----------------I-----------------I--------
'1 Full Area Dead 4.30 (Trib. Width = 24.00 in) No
2 Full Area Live 60.00 (Trib. Width = 24.00 in) Yes
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No.2, 2x12 @ 4.008 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 12.0 4.0 ft I
I I
----------1---------------------------I
Uplift 1 0.01
Reaction 1 0.79 1.41
B.Length 1 1.3 2.3
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------I----------------I------------------1
I Analysis
Value
1.Design
Value
I Analysis/Design I
Shear
fv @d =
68
Fv' =
92
fv/Fv' =
0.73
Bending(+)
fb =
886
Fb' =
1006
fb/Fb' =
0.88
Bending(-)
fb =
402
Fb' =
1006
fb/Fb' =
0.40
Live Defl'n
0.23 =
L/205
0.27 =
L/180
0.87
Total Defl'n
0.25 =
L/192
0.40 =
L/120
0.62
(a cantilever
span governs
deflection)
Bending(+): Crit.LC#= 2 CD= 1.00 CL=1.000 Cr= 1.15
Bending(-): Crit.LC#= 3 CD= 1.00 CL=1.000 Cr= 1.15
Shear : Crit.LC#= 4 CD= 1.00 V@d= 0.76
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires
1
c, 15
Y
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B21 Woodworks SIZER 1.Oj 23 Jun,1997 14:39
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: SCL
total length: 8.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I
Distribute
I Type I
Magnitude I
Location
I Analysis/Design I
I Pattern
I
-----I------------I--------1-----------------I-----------------I--------
0.65
Vr =
I I
Start End I
Start
End
I Load
1
Full
UDL
Dead
22.00
<L/999
0.13 =
No
2
Full
UDL
Live
80.00
L/120
0.05
Yes
3
Part'1
UDL
Dead
112.00 112.00
6.00
8.00
No
4
Part'1
UDL
Dead
198.00 198.00
6.00
8.00
No
5
Part'1
UDL
Constr.
.220.00 220:00
6.00
8.00
Yes
Self -weight automatically included.
DESIGN'SECTION: generic, generic, 3.5x11.875 @11.545 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 6.0 2.0 ft I
I I
----------1-------=-------------------I
Uplift 1 0.11
Reaction 1 0.23 1.84
(force=kips, length=in)
SECTION vs. DESIGN CODE (force=kips, moment=kip-ft, deflection=in)
Criteria
--------------1----------------I----------------I------------------I
I Analysis
Value
I Design`
Value
I Analysis/Design I
Shear
V @d =
0.65
Vr =
8.66
V/Vr = 0.08
Bending(-)
M =
1.29
Mr =24.00
M/Mr = 0.05
Live Defl'n
0.00 =
<L/999
0.13 =
L/180
0.03
Total Defl'n
0.01 =
<L/999
0.20 =
L/120
0.05
(a cantilever
span governs
deflection)
Bending(-): Crit.LC#= 3 CD= 1.25
Shear : Crit.LC#= 3 CD= 1.25 V@d= 0.65
Deflection: Crit.LC#= 3 EI= 976.83 lb-in^2 x 10^6
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. SCL-BEAMS (Structural Composite Lumber): the attached SCL
selection is for preliminary design only. For final member
design contact your local SCL manufacturer.
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B22 WoodWorks SIZER 1.Oj 23 Jun,1997 14:39
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann r
Fax: (916) 894-8801 197.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: SCL
total length: 16.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load
I Distribute
I Type
1 Magnitude I
Location
I Pattern
-----I------------1--------I-----------------I-----------------1--------
I
I
I Start End I
Start End I
Load
1
Full UDL
Dead
33.00
=19.20
No
2
Full UDL
Live
120.00
=19.20
Yes
3
Point
Dead
0.10
4.00
No
4
Point
Live
0.12
4.00
Yes
5
Point
Dead
0.10
12.00
No
6
Point
Live
0.12
12.00
Yes
Self -weight automatically included.
DESIGN SECTION: generic, generic, 3.5x11.875 @11.545 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)'
I 8.0 8.0 ft I
^ ^ A 1
---------- I ---------------------------I
Reaction 1 0.63 1.95 0.63
SECTION vs. DESIGN CODE (force=kips, moment=kip-ft, deflection=in)
Criteria
--------------
I Analysis
I ----------------
Value
I Design
I ----------------
Value
I Analysis/Design I
Shear
V @d =
0.81
Vr
= 6.93
I ------------------I
V/Vr = 0.12
Bending(+')
M =
1.22
Mr
=19.20
M/Mr = 0.06
Bending(-)
M =
1.65
Mr
=19.20
M/Mr = 0.09
Live Defl'n
0.01 =
<L/999
0.27
= L/360
0.04
Total Defl'n
0.01 =
<L/999
0.40
= L/240
0.03
Bending(+): Crit.LC#= 2 CD= 1.00
Bending(-): Crit.LC#= 4 CD= 1.00
Shear : Crit.LC#= 4 CD= 1.00 V@d= 0.81
Deflection: Crit.LC#= 2 EI= 976.83 lb-in^2 x 10^6
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:'
l
1. Please verify that the default deflection limits are appropriate
for your application.
2. SCL-BEAMS (Structural Composite Lumber): the attached SCL
selection is for preliminary design only. For final member
design contact your local SCL manufacturer.
WoodWorks bILLK SOFTWARE FOR WOOD DESIGN
File Name: B23 Woodworks SIZER 1.Oj 23 Jun,1997 14:40
COMPANY
R. C. E.
1708 Salem St. Chico,
Phone: (916) 894-8801
Fax: (916) 894-8801
DESIGN DATA:
code:
type.
database:
material:
total length:
I PROJECT
I Mlotok/Warner Res.
CA I Chico, CA
I Lenn Goldmann
1 96.005
DESIGN CHECK
NDS -1991
Beam.
Custom
SCL
14.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load
I Distribute
I Type
I Magnitude I
Location I
Pattern
-----1------------I--------I-----------------1--:----------=-----1---------
I
I
I Start End I
Start End I
Load
1
Full UDL
Dead
44.00
=19.20
No
2
Full UDL
Live
160.00
= L/360
Yes
3
Point
Dead
0.10
4.00
No
4
Point
Live
0.12
4.00'
No
5
Point
Dead
0.10
10.00
No
6
Point
Live
0.12
10.00
No
Self -weight automatically included.
DESIGN SECTION: generic, generic, 3.5x11.875 @11.545 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips,.length=in)
I 14.0 ft I
I I
----------I------------------I
Reaction 1 1.73 1.73
SECTION vs. DESIGN CODE (force=kips, moment=kip-ft, deflection=in)
Criteria
--------------
I Analysis
----------------
Value
I Design
Value
I Analysis/Design I
Shear
I
V @d =
1.52
I ----------------
Vr
= 6.93
I ------------------I
V/Vr = 0.22
Bending(+)
M =
6.16
Mr
=19.20
M/Mr = 0.32
Live Defl'n
0.16 =
<L/999
0.47
= L/360
0.34
Total Defl'n
0.26 =
L/653
0.70
= L/240
0.37
Bending(+): Crit.LC#= 2 CD= 1.00
Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.52
Deflection: Crit.LC#= 2 EI= 976.83 lb-in^2 x 10^6
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. SCL-BEAMS (Structural Composite Lumber): the attached SCL
selection is for preliminary design only. For final member
design contact your local SCL manufacturer.
Iq 3 21
WoodWorKS SIZER SOFTWARE FOR WOOD DESIGN
File Name: B24 WoodWorks SIZER 1.Oj 23 Jun,1997 14:40
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
Self -weight automatically included.
DESIGN SECTION: generic, generic, 3.5x11.875 @11.545 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
1 1.5 4.0 6.0 4.0 1.5 ft 1
----------1------------------------------------------------------1
Reaction I 0.51 0.62 0.62. 0.51
SECTION vs. DESIGN CODE (force=kips, moment=kip-ft, deflection=in)
Criteria I Analysis Value I Design Value I Analysis/Design I
--------------I----------------I----------------I------------------1
Shear V @d = 0.24 Vr = 6.93 V/Vr = 0.04
Bending(+) M = 0.28 Mr =19.20 M/Mr = 0.01
Bending(-) M = 0.30 Mr =19.20 -M/Mr = 0.02
Live Defl'n 0.00 = <L/999 0.10 = L/180 0.00
Total Defl'n 0.00 = <L/999 0.15 = L/120 0.01
(a cantilever span governs deflection)
Bending(+): Crit.LC#= 5 CD= 1.00
Bending(-): Crit.LC#= 7 CD= 1.00
Shear : Crit.LC#= 7 CD= 1.00 V@d= 0.24
Deflection: Crit.LC#= 5 EI= 976.83 lb-in^2 x 10^6
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
DESIGN
CHECK
_
DESIGN
DATA:
code:
NDS -1991
type:
Beam
database:
Custom
material:
SCL
total
length:
17.00 (ft]
INPUT
LOADS:
(force=kips,
pressure=psf,
udl=plf,
location=ft)
Load I
Distribute
I
Type
I Magnitude 1
Location
I Pattern
I
-----1------------1--------1-----------------1-----------------I--------
I
I Start
End I
Start
End
I Load
1
Part'l
UDL
Dead
22.00
22.00
1.50
15.50
No
2
Part'l
UDL
Live
80.00
' 80.00
1.50
15.50
Yes
3
Part'l
UDL
Dead
11.00
11.00
0.00
1.50
No '
4
Part'l
UDL
Live
40.00
40.00
0.00
1.50
Yes
5
Part'l
UDL
Dead
11.00
11.00
15.50
17.00
No
6
Part'l
UDL
Live
40.00
40.00
15.50
17.00
Yes
7
Part'l
UDL
Dead
112.00
112.00
0.00
1.50
No
8
Part'l
UDL
Dead
112.00
112.00
15.50
17.00
No
Self -weight automatically included.
DESIGN SECTION: generic, generic, 3.5x11.875 @11.545 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
1 1.5 4.0 6.0 4.0 1.5 ft 1
----------1------------------------------------------------------1
Reaction I 0.51 0.62 0.62. 0.51
SECTION vs. DESIGN CODE (force=kips, moment=kip-ft, deflection=in)
Criteria I Analysis Value I Design Value I Analysis/Design I
--------------I----------------I----------------I------------------1
Shear V @d = 0.24 Vr = 6.93 V/Vr = 0.04
Bending(+) M = 0.28 Mr =19.20 M/Mr = 0.01
Bending(-) M = 0.30 Mr =19.20 -M/Mr = 0.02
Live Defl'n 0.00 = <L/999 0.10 = L/180 0.00
Total Defl'n 0.00 = <L/999 0.15 = L/120 0.01
(a cantilever span governs deflection)
Bending(+): Crit.LC#= 5 CD= 1.00
Bending(-): Crit.LC#= 7 CD= 1.00
Shear : Crit.LC#= 7 CD= 1.00 V@d= 0.24
Deflection: Crit.LC#= 5 EI= 976.83 lb-in^2 x 10^6
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
WoodWorks STZER- SOFTWARE FOR WOOD DESIGN
File Name: B25 WoodWorks SIZER 1.Oj 23 Jun,1997 14:40
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 I Lenn Goldmann
Fax: (916) 894-8801 1 96.005
DESIGN DATA:
code:
type:
database:
material:
total length:
DESIGN CHECK
NDS -1991
Beam
Custom
SCL
17.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) ,
Load
I Distribute
1 Type
I Magnitude I
Location
ern
-----I------------
I I
1.09
I Start
End I
Start
End 1
--1--------
Load
1
I--------
Triangular
Dead
I-----------------
0.00
I ---------------
88.00
0.00
8.75
No
2
Triangular
Live
0.00
320.00
0.00
8.75•
Yes
3
Triangular
Dead
0.00
88.00
8.75
17.50
No
4
Triangular
Live
0.00
320.00
8.75
17.50
Yes
Self -weight automatically included.
************************************************************************
DESIGN SECTION: generic, generic, 3.5x11.875 @11.545 plf
************************************************************************
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
I 8.8 8.8 ft I
^ ^ ^
---------- I ---------------------------I
Reaction 1 0.49 2.36 1.10
SECTION vs. DESIGN CODE (force=kips, moment=kip-ft, deflection=in)
Criteria
--------------I----------------I----------------I------------------1
I Analysis
Value
I Design
Value
I Analysis/Design I
Shear
V @d =
1.09
Vr
= 6.93
V/Vr = 0.16
Bending(+)
M =
1.61
Mr
=19.20
M/Mr = 0.08
Bending(-)
M =
2.06
Mr
=19.20
M/Mr = 0.11
Live Defl'n
0.02 =
<L/999
0.29
= L/360
0.05
Total Defl'n
0.02 =
<L/999
0.44
= L/240
0.05
Bending(+): Crit.LC#= 3 CD= 1.00
Bending(-): Crit.LC#= 4 CD= 1.00
Shear : Crit.LC#= 4 CD= 1.00 V@d= 1.09
Deflection: Crit.LC#= 3 EI= 976.83 lb-in^2 x 10^6
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. SCL-BEAMS (Structural Composite Lumber): the attached SCL
selection is for preliminary design only. For final member
design contact your local SCL manufacturer.
1
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: B26 Woodworks SIZER 1.Oj 27 Jun,1997 16:23
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 I Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= Full
total length: 12.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------I--------I-----------------I-----------------I--------
1 Full UDL Dead 162.00 No
2 Full UDL Constr. 288.00 Yes
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 12.0 ft I
I I
---------- I ------------------I
Reaction 1 2.77 2.77
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------
I Analysis
Value
I Design
Value
I Analysis/Design I
Shear
I ----------------
fv @d =
69
I ----------------
Fv' =
106
I ------------------I
fv/Fv' = 0.65
Bending(+)
fb =
1207
Fb' =
1687
fb/Fb' = 0.72
Live Defl'n
0.21 =
L/673
0.40 =
L/360
0.53
Total Defl'n
0.41 =
L/353
0.60 =
L/240
0.68
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 2.41
Deflection: Crit.LC#= 2
Total Deflection— 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
WoodWorks SOFTWARE FOR WOOD DESIGN
File Name: B27 Woodworks SIZER 1.Oj 27 Jun,1997 16:24
COMPANY 1 PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= Full
total length: 4.50 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude 1 Location I Pattern
I I I Start End I Start End I Load
-----I------------1--------I-----------------I-----------------1--------
1 Full UDL Dead 162.00 No
2 Full UDL Constr. 288.00 Yes
Self -weight automatically included.
i
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
I 4.5 ft 1
I I
----------1------------------1
Reaction 1 1.03 1.03
B.Length 1 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--------------I----------------I----------------I------------------1
I Analysis
Value
1 Design
Value
I Analysis/Design 1
Shear
fv @d =
27
Fv' =
106
fv/Fv' = 0.26
Bending(+)
fb =
271
Fb' =
1500
fb/Fb' = 0.18
Live Defl'n
0.01 =
<L/999
0.15 =
L/360
0.06
Total Defl'n
0.02 =
<L/999
0.22 =
L/240
0.07
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.75
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1.•Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
E�__7 WoodWorks STZEK SOFTWARE FOR WOOD DESIGN
File Name: B28 Woodworks SIZER 1.Oj 23 Jun,1997 14:45
COMPANY I PROJECT ,
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 I Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top= Full Bottom= Full
total length: 14.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude i Location I Pattern
I I I Start End I Start End I Load
I------------I--------I-----------------I-----------------I--------
1 Full UDL Dead 74.00 No
2 Full UDL Constr. 56.00 Yes
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in)
1 14.0 ft I
IA AI
---------- I ------------------I
Reaction I 0.98 0.98
B.Length 1 1.0 1.0
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
--_------I----------------I---------
I Analysis
Value
I Design
Value
I Analysis/Design I
Shear
fv @d =
32
Fv' =
106
fv/Fv' = 0.31
Bending(+)
fb =
797
Fb' =
1500
fb/Fb' = 0.53
Live Defl'n
0.16 =
<L/999
0.47 =
L/360
0.34
Total Defl'n
0.51 =
L/330
0.70 =
L/240
0.73
Bending(+): Crit.LC#= 2 CD= 1.25 CL=1.000
Shear : Crit.LC#= 2 CD= 1.25 V@d= 0.89
Deflection: Crit.LC#= 2
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate {
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
File Name: B29
3'LLa
00 WOrkS SIZER SOFTWARE FOR WOOD DESIGN
Woodworks SIZER 1.Oj 23 Jun,1997 14:45
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Beam
database: Custom
material: Timber -soft
lateral support: Top=Full Bottom= Full
total length: 13.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type
I Magnitude I
Location
I Pattern
I I
I Start End I
Start End
I Load
-----I------------I--------I-----------------I-----------------I--------
1 Trapezoida Dead,
84.00 126.00
0.00 6.50
No
2 Trapezoida Dead
126.00 84.00
6.50 13.00
No
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf
MAXIMUM REACTIONS and BEARING LENGTHS
1 6.5 6.5 ft I
I I
---------- I ---------------------------I
Reaction 1 0.26 0.98 0.26
B.Length 1 1.0 1.0 1.0
(force=kips, length=in)
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria
I Analysis Value I
Design
Value
I Analysis/Design I
--------------
Shear
I ---------------- I
fv @d = 15
---------=------
Fv' =
76
I ------------------I
fv/Fv' = 0.19
Bending(-)
fb = 143
Fb' =
1080
fb/Fb' = 0.13
Live Defl'n
negligible
Total Defl'n
0.01 = <L/999
0.32 =
L/240
0.03
Bending(-): Crit.LC#= 1 CD= 0.90 CL=1.000
Shear : Crit.LC#= 1 CD= 0.90 V@d= 0.41
Deflection: Crit.LC#= 1
Total Deflection = 1.50(Defln dead) + Defln Live.
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires
that normal grading provisions be extended to the middle 2/3 of
2 span beams and to the full length of cantilevers and other spans.
3. Sawn lumber bending members shall be laterally supported according to
the provisions of NDS Clause 4.4.1.
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: Cl WoodWorks SIZER 1.Oj 23 Jun,1997 14:26
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Column (with pinned base)
database: Custom
material: Lumber Post
Ke x Lb: 1.00 x 8.00= 8.00 [ft]
Ke x Ld: 1.00 x 0.00= 0.00 [ft]
total length: 8.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------I--------I-----------------I-----------------I--------
1 Axial Dead 3.09 (Eccentricity = 1.0 in)
2 Axial Constr. 2.36 (Eccentricity = 1.0 in)
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No.1, 4x4 @ 2.910 plf
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria I Analysis Value I Design Value I Analysis/Design I
-------------- I ---------------- I ---------------- I ------------------
I
Axial fc = 447 Fc' 624 fc/Fc' = 0.72
Combined (axial + eccentric moment) Eq.15.4-2 = 0.92.
Axial Bearing fg = 447 Fg' = 2525 fg/Fg' = 0.18
Axial Crit.LC#= 2 CD= 1.25 Cp=0.300
Eq.15.4-2 Crit.LC#= 2 CD= 1.25 Fb'= 1875
FcE=4030573679 Pxe/S=fc(6xe/d)= 763
DESIGN NOTES: ti
1. Please verify that the default deflection limits are appropriate
for your application.
0
WoodWorks SIZER SOFTWARE FOR WOOD DESIGN
File Name: C2 WoodWorks SIZER 1.Oj 23 Jun,1997 14:30
COMPANY I PROJECT
R. C. E. I Mlotok/Warner Res.
1708 Salem St. Chico, CA I Chico, CA
Phone: (916) 894-8801 1 Lenn Goldmann
Fax: (916) 894-8801 1 97.005
DESIGN CHECK
DESIGN DATA:
code: NDS -1991
type: Column (with pinned base)
database: Custom
material: Timber -soft
Ke x Lb: 1.00 x 0.00= 0.00 [ft]
Ke x Ld: 1.00 x 8.00= 8.00 [ft] /
total length: 15.00 [ft]
INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft)
Load I Distribute I Type I Magnitude I Location I Pattern
I I I Start End I Start End I Load
-----I------------I--------I-----------------I-----------------I--------
1 Axial Dead 3.58 (Eccentricity = 1.0 in)
2 Axial Live 2.69 .(Eccentricity = 1.0 in)
Self -weight automatically included.
DESIGN SECTION: D.Fir-L, No.l, 6x6 @ 7.185 plf
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criteria I Analysis Value I Design Value I Analysis/Design I
-------------- I ---------------- I ---------------- I ------------------i
Axial fc = 211 Fc' = 821 fc/Fc' = 0.26
Combined (axial + eccentric moment) Eq.15.4-2 = 0.29
Axial Bearing fg = 211 Fg' = 1480 fg/Fg' = 0.14
Axial Crit.LC#= 2 CD= 1.00 Cp=0.821
Eq.15.4-2 Crit.LC#= 2 CD= 1.00 Fb'= 1200
FcE= 1575 Pxe/S=fc(6xe/d)= 226
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate
for your application.
n
c�
• , R.C.E.
840.7lbs
Title : Mlotok Warner Residence
p, • , 7 1708 Salem Street
2.17
Job # : 97-005 Dsgnr. CJR
Date: FEB 13,1997
Chico, CA 95928
12.00 in
Description....
Line Load
(916) 894-8801 voice & fax
6' Concrete Wall Balanced Toe & Heel
r. s rce@shocking.com
9.00 in
Depth =
9.00 in
ADDED LATERAL LOAD ON STEM
Lateral ow
IDS
CANTILEVERED RETAINING WALL DESIGN
Page 1 of2
GENERAL
0.00 ft
SOIL DATA
Retained Height =
6.00 ft
Allow Soil Bearing =
3,000.Opsf
Wall height above retained soil =
1.00 ft
Equivalent Fluid Pressure Method
Slope Behind Wall =
0.00 :1
Active Soil Pressure - Heel Side =
35.0 psf
Height of Soil over Toe =
12.00 in
Active Soil Pressure - Toe Side =
35.0 pcf
Passive Pressure =
150.0 pcf
Soil Density =
110.00 pcf
Water table height over heel =
O.Oft
FOOTING DATA
840.7lbs
Toe Width =
1.42 ft
Heel Width =
2.17
Total Footing Width
O.Olbs
Footing Thickness =
12.00 in
KEY DATA
Line Load
Distance from Toe =
1.42 ft
Width =
9.00 in
Depth =
9.00 in
ADDED LATERAL LOAD ON STEM
Lateral ow
IDS
...Height to Top =
7.00 ft
...Height to Bottom =
0.00 ft
Wind on Stem = 0.0 psf
SLIDING DATA
Friction Factor @ Footing & Soil = 0.300
...neglect ht. for passive = O.00in
Lateral Sliding Force =
840.7lbs
less Passive Pressure Force =
- 567.2 lbs
less Friction Force =
- 740.3 lbs
Added Restraint Force Required =
O.Olbs
ADJACENT FOOTING DATA
Heel
lacent Footing Load=
S
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil at Back of Wall =
0.6 ft
FOOTING DESIGN RESULTS
fc = 2,000 psi Minimum Footing Rebar Options......
F 40,0
Minimum As % = 0.0000 psi Toe Side...... Heel Side....
Rebar Cover @ Top = 2.00 in
Rebar Cover @ Bottom = 3.00 in
ACI Factored Soil Pressure
Mu': From Upward Loads
Mu': From Downward Loads
Mu: Used For Design
Actual One -Way Shear
Allowable One -Way Shear
...resultant ecc.
Soil Pressure @ Toe =
Soil Pressure @ Heel =
ACI Factored Press @ Toe
ACI Factored Press @ Heel
Footing Shear @ Toe =
Footing Shear @ Heel =
WALL STABILITY RATIOS
Overturning Stability Ratio ,
Sliding Ratio Ratio
Toe
Heel
= 1,854
74 psf
= 1,625
0 ft-#
= 365
1,276 ft-#
= 1,260
1,276 ft-#
= 9.13
14.92 psi
= 76.03
76.03 psi
2,468 lbs
= 6.61 in
1,324 <= 3,000 psf
53 <= 3,000 psf
` 1,854 psf
74 psf
9.1 <= 76.0 psi
14.9 <= 76.0 psi
2.40
1.56
Key Reinforcement:
Summary of Stem Section Designs....
Top: 8 in Conc, #4@18.00 in@Cntr, From 7.0 ft to 2.0 ft
2nd: 8 in Conc, #4@12.00 in@Edge, From 2.0 ft to 0.0 ft
RetainPro V4.Oa c 989-96
R.C.E.
1708 Salem Street
Chico, CA 95928
(916) 894-8801 voice & fax
rce@shocking.com
Title : Mlotok Warner Residence Fc> Z
Job # : 97-005, Dsgnr: CJR Date: FEB 13,1997
Description....
6' Concrete Wall Balanced Toe & Heel
CANTILEVERED RETAINING WALL DESIGN Page 2of2
Load @ Stem Above Soil
Distance Moment
p aµ
2.83
0.00
0.7'I
1.75
1.79
1.79
T V I HLJ = t$4u. f V. I .M. = 2,193.6 2,467.7 R.M. _
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio
Heel Surcharge Not Used To Resist Overturning
2,805.0
110.4
1,225.0
963.0
151.2
5,254.6
2.40
Force
Distance
Moment
Force
Item
lbs
ft
ft-#
lbs
Heel Active Pressure
= 857.5
2.33
2,000.8
8.00 in
Soil Over Heel
# 4
#4
Rebar Spacing =
990.0
Sloped Soil Over Heel
=
Cente
Edge
Design Data
Surcharge Over Heel
=
fb/FB + fa/Fa =
0.514
0.674
Adjacent Footing Load
=
1,131.7 lbs
Moment.... Actual =
796.2ft-#
Axial Dead Load on Stem
=
1,547.6ft-#
3,632.0 ft-#
Shear ..... Actual =
Toe Active Pressure
= -70.0
0.67
-46.7
76.03 psi
Soil Over Toe
• 12.00 in
12.00 in
Bar Embed BELOW Ht. =
155.8
Surcharge Over Toe
=
100.0 psf
100.0 psf
Rebar Depth 'd' =
Stem Weight(s)
=
Masonry Data
700.0
Earth @ Stem Transitions
=
Fs =
Footing Weight
=
537.5
Key Weight
=
Modular Ratio'n' _
84.4
Vert. Component
=
Equiv. Solid Thick.
Added Lateral Load
= 53.2
4.50
239.4
t'c =
Load @ Stem Above Soil
Distance Moment
p aµ
2.83
0.00
0.7'I
1.75
1.79
1.79
T V I HLJ = t$4u. f V. I .M. = 2,193.6 2,467.7 R.M. _
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning Resisting/Overturning Ratio
Heel Surcharge Not Used To Resist Overturning
2,805.0
110.4
1,225.0
963.0
151.2
5,254.6
2.40
I op Stem
2nd Stem
Stem OK
Stem OK
Design at this height above fig =
2.00ft
0.00 ft
Wall Material Above "Ht" =
Concrete
Concrete
Thickness =
8.00 in
8.00 in
Rebar Size =
# 4
#4
Rebar Spacing =
18.00in
12.00 in
Rebar Placed at =
Cente
Edge
Design Data
fb/FB + fa/Fa =
0.514
0.674
Total Force @ Section =
540.6 lbs
1,131.7 lbs
Moment.... Actual =
796.2ft-#
2,448.6 ft-#
Moment..... Allowable =
1,547.6ft-#
3,632.0 ft-#
Shear ..... Actual =
11.26lbs
15.09 psi
Shear..... Allowable =
76.03 psi
76.03 psi
Bar Embed ABOVE Ht. _
• 12.00 in
12.00 in
Bar Embed BELOW Ht. =
12.00 in
6.00 in
Wall Weight =
100.0 psf
100.0 psf
Rebar Depth 'd' =
4.00 in
6.25 in 1
Masonry Data
fm =
Fs =
Solid Grouting =
Special Inspection =
Modular Ratio'n' _
Short Term Factor =
Equiv. Solid Thick.
Concrete Data
t'c =
2,000 psi
2,000 psi
Fy =
40,000 psi
40,000 psi
RetainPro V4.0a
c 1989-96
8" Conc w/ #4 Cal 18.in o/c
8" Conc w/ A
1'-0"
Designer s
all horiz. i
i `�
7
Pp= 567.19#
53.02psf
1324.3psf
fr:�s $�i4
{
R.C.E. Title : Mlotok Wamer Residence FL� gS
1708 Salem Street Job # : 97-005 Dsgnr: CJR Date: FEB 13,1997
Chico, CA 95928 Description....
(916) 894-8801 voice & fax 4' Concrete Wall Balanced Toe & Heel
rce@shocking.com
CANTILEVERED RETAINING WALL DESIGN Page I of
GENERAL i
Retained Height = 4.00 ft
Wall height above retained soil = 1.00 ft
Slope Behind Wall = 0.00 :1
Height of Soil over Toe = 6.00 in
Soil Density
= 110.00 pcf
FOOTING DATA
1.00 ft
Toe Width
= 1.00 ft
Heel Width
= 1.50
Total Footing Width
= 0-
Footing
Footing Thickness
= 12.00 in
KEY DATA
Toe
Distance from Toe =
1.00 ft
Width =
9.00 in
Depth =
9.00 in
ADDED LATERAL LOAD ON STEM
0.0 pcf
Lateral oaO
1.0 IDS
...Height to Top =
5.00 ft
...Height to Bottom =
0.00 ft
Wind on Stem = 0.0 psf
IF SOIL DATA
Toe
Allow Soil Bearing =
3,000.0 psf
Equivalent Fluid Pressure Method
0.00 ft
Active Soil Pressure - Heel Side =
35.0 psf
Active Soil Pressure - Toe Side =
0.0 pcf
Passive Pressure =
150.0 pcf
Water table height over heel =
0.0ft
SLIDING DATA
Actual One -Way Shear
Friction Factor @ Footing & Soil =
0.250
...neglect ht. for passive =
O.00in
Lateral Sliding Force = 475.5 lbs
less Passive Pressure Force = - 379.7 lbs
less Friction Force = - 345.3 lbs
Added Restraint Force Required = O.Olbs
ADJACENT FOOTING DATA
Toe
Adjacent Footing Load
s
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil at Back of Wall =
0.0 ft
FOOTING DESIGN RESULTS
fc = 2,000 psi Minimum Footing Rebar Options......
Fy 40,000
Minimum As % = 0.0018 psi Toe Side...... Heel Side....
Rebar Cover @ Top = 2.00 in
Rebar Cover @ Bottom = 3.00 in
I Dial bearing Loaa =
Toe
Heel
ACI Factored Soil Pressure
= 1,507
40 psf
Mu': From Upward Loads
= 656
0 ft-#
Mu': From Downward Loads
= 144
287 ft-#
Mu: Used For Design
= 512
287 ft-#
Actual One -Way Shear
= 3.24
6.04 psi Key Reinforcement:
Allowable One -Way Shear
= 76.03
76.03 psi
I Dial bearing Loaa =
1,381 lbs
...resultant ecc. =
4.74 in
Soil Pressure @ Toe = 1,076 <=
3,000 psf
Soil Pressure @ Heel = 29 <=
3,000 psf
ACI Factored Press @ Toe =
1,507 psf
ACI Factored Press @ Heel =
40 psf
Footing Shear @ Toe = 3.2 <=
76.0 psi
Footing Shear @ Heel = 6.0 <=
76.0 psi
WALL STABILITY RATIOS
Overturning Stability Ratio =
2.37
Sliding Ratio Ratio =
1.52
Summary of Stem Section Designs....
Top: 8 in Conc, #4@18.00 in@Cntr, From 5.0 ft to 2.0 ft
2nd: 8 in Conc, #4@18.00 in@Edge, From 2.0 ft to 0.0 ft
RetainPro V4.Oa1989-96 ENERCAEC-
R.C.E.
Title Mlotok Warner Residence
I c� r
1708 Salem Street
Job # : 97-005 Dsgnr: CJR
Date: FEB 13,1997
Chico, CA 95928
Description....
Concrete
(916) 894-8801 voice & fax
4' Concrete Wall Balanced Toe &
Heel
rce@shocking.com
# 4
# 4
Rebar Spacing =
18.00in
18.00 in
CANTILEVERED RETAINING WALL DESIGN
Page 2of2
SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS
Design Data
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment Force Distance
Moment
Item lbs ft
ft-# lbs ft
ft-#
Heel Active Pressure = 437.5 1.67
729.2
796.2 ft-#
Soil Over Heel
366.7 2.08
763.9
Sloped Soil Over Heel =
3.29 lbs
7.21 psi
Surcharge Over Heel =
76.03 psi
76.03 psi
Adjacent Footing Load =
12.00 in
12.00 in
Axial Dead Load on Stem =
0.00
6.00 in
Toe Active Pressure = 0.50
100.0 psf
100.0 psf
Soil Over Toe
55.0 0.50
27.5
Surcharge Over Toe =
Stem Weight(s) =
500.0 1.33
666.7
Earth @ Stem Transitions =
Footing Weight =
375.0 1.25
468.7
Key Weight =
84.4 1.38
116.0
Vert. Component =
Added Lateral Load = 38.0 3.50
133.0
Load @ Stem Above Soil =
TOTALS = 475.5 ' O.T.M. 8623 1,381.0 R.M.
= 2,042.8
Vertical component of active pressure used for soil pressure
fc =
2,000 psi
Toe Surcharge Not Used To Resist Overturning
Resisting/Overturning Ratio
= 2.37
Heel Surcharge Not Used To Resist Overturning
RetainPro V4.Oa c
Stem OK
Stem OK
Design at this height above ftg =
2.00ft
0.00 ft
Wall Material Above "Ht" =
Concrete
Concrete
Thickness =
8.00 in 1
8.00 in
Rebar Size =
# 4
# 4
Rebar Spacing =
18.00in
18.00 in
Rebar Placed at =
Cente
Edge
Design Data
fb/FB + fa/Fa =
0.089
0.325
Total Force @ Section =
157.8 lbs
540.6 lbs
Moment.... Actual =
137.5ft-#
796.2 ft-#
Moment..... Allowable =
1,547.6ft-#
2,447.6 ft-# _
Shear..... Actual =
3.29 lbs
7.21 psi
Shear..... Allowable =
76.03 psi
76.03 psi
Bar Embed ABOVE Ht. =
12.00 in
12.00 in
Bar Embed BELOW Ht. =
12.00 in
6.00 in
Wall Weight =
100.0 psf
100.0 psf
Rebar Depth 'd' =
4.00 in
6.25 in
Masonry Data
I'm =
Fs =
Solid Grouting =
Special Inspection =
Modular Ratio'n' _
Short Term Factor =
Equiv. Solid Thick. _
Concrete Data
fc =
2,000 psi
2,000 psi
Fy =
40,000 psi
40,000 psi
RetainPro V4.Oa c
8" Conc w/ #4 @ 18. in o/c
8" Conc w/ #4 @ 18. in o/c
t
Designer select
all horiz. reinf.
ki
3'-0"
2'-0"
13/4" 2"
7
I
Pp= 379.69# - IV.594psf
1076.2psf
0
i-0
h
G
u �
6 c j
. o
\O 4
r �r
O. P
0
1-
0
� N
\J
u
00'
w
06/27/97 - Lateral Analysis - Mlotok/Warner. Residence - R.C.E. Job 97-005 Fj L?-
Wind Loads -- Method 1
p= Ce•Cq•gs•I
IWW OLW IWR OWR OLR OR
P=
P=
P=
P=
P=
P=
Wind Spee
75 mph
Exposure:
B
where;
fall Lines D - F
Ce =
0.62 @ 0 to 15'
Ce =
0.67 @ 15 to 20'
Ce =
0.72 @ 20 to 25'
Ce =
0.76 @ 25 to 30'
Ce = .
0.84 @ 30 to 40'
Ce =
0.95 @ 40 to 60'
Cq =
0.8 (IWW) Inward @ Windward Wall
Cq =
0.5 (OLW) Outward @ Leeward Wall
Cq =
0.3 (IWR) Inward @ Windward Roof
Cq =
0.7 (OWR) Outward @ Windward Roof
Cq =
0.7 (OLR) Outward @ Leeward Roof
Cq =
0.7 (OPR) Outward @ Parallel To Ridge
cis =
14.4 psf
1 =
1.00 Importance Factor
d Loading @ Living
Tributary
Normal
Roof Slope =
5 Rise to 12 Horiz.
fall Lines D - F
d Loading @ Bedroom
Tributary
Normal Resultant Horizontal
Force
fall Lines A - D
oof
Area
Pressure
Force
0 lbs. (IWW)
oof
0.00
feet @
7.1 psf =
0 lbs. (IWW)
@ 0 to 15'
in Roof Height = 21.5 feet
4.00
feet @
7.7 psf =
31 lbs. (IWW)
@ 15 to 20'
Uplift Pressure = 6.2 psf
4.00
feet @
5.2 psf =
21 lbs. (OLW)
@ 20 to 25'
@ 20 to 25'
5.00
feet @
3.1 psf =
16 lbs. (IWR)
@ 20 to 25'
@ 20 to 25'
5.00
feet @
7.3 psf =
36 lbs. (OLR)
@ 20 to 25'
@ 20 to 25'
6.00
Fn = 1
103 nlf - hnriz
Fp = 123 Of - horiz.
d Loading @ Living
Tributary
Normal
Resultant Horizontal
fall Lines D - F
Area
Area
Pressure
Force
@Floor Level
oof
0.00
feet @
7.1 psf =
0 lbs. (IWW)
@ 0 to 15'
in Roof Height = 23.0 feet
4.00
feet @
7.7 psf =
31 lbs. (IWW)
@ IS to 20'
Uplift Pressure = 6.2 psf
3.00
feet @
8.3 psf =
25 lbs. (IWW)
@ 20 to 25'
8.3 psf =
7.00
feet @
5.2 psf =
36 lbs. (OLW)
@ 20 to 25'
feet @
3.00
feet @
3.1 psf =
9 lbs. (IWR)
@ 20 to 25'
6.00
3.00
feet @
7.3 psf =
22 lbs. (OLR)
@ 20 to 25'
6.00
feet @
6.8 psf =
Fp = 123 Of - horiz.
(OLR)
Wind Loading @ Kitchen, Office
Tributary
Normal
Resultant Horizontal
@Wall Lines F - H
Area
Area
Pressure
Force
@Floor Level
9.50 feet @
@Roof
4.00
feet @
7.1 psf =
29 lbs.
(IWW)
@ 0 to IS'
Mean Roof Height = 17.0 feet
0.00
feet @
7.7 psf =
0 lbs.
(IWW)
@ 15 to 20'
Uplift Pressure = 5.8 psf
0.00
feet @
8.3 psf =
0 lbs.
(IWW)
@ 20 to 25'
FD =I 1 17 Dlf - horiz.
4.00
feet @
4.8 psf =
19 lbs.
(OLW)
@ 15 to 20'
6.00
feet @
2.9 psf =
1-7 lbs.
(IWR)
@ 15 to 20'
6.00
feet @
6.8 psf =
41 lbs.
(OLR)
@ 15 to 20'
Fn = I 10A nif - hnri7
Wind Loading
Tributary
Normal
Resultant Horizontal
@Wall Lines A - D
Area
Pressure
Force
@Floor Level
9.50 feet @
7.1 psf =
68 lbs. (IWW)
@ 0 to 15'
Mean Roof Height = 21.5 feet
9.50 feet @
5.2 psf =
49 lbs. (OLW)
@ 20 to 25'
Uplift Pressure = 5.8 psf
0.00 feet @
3.1 psf =
0 lbs. (IWR)
@ 20 to 25'
0.00 feet @
7.3 psf =
0 lbs. (OLR)
@ 20 to 25'
FD =I 1 17 Dlf - horiz.
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Pers L3
Wind Loading
Tributary
Normal
Resultant Horizontal
@Wall Lines D - F
Area
Pressure
Force
@Floor Level
9.50
feet @
7.1 psf =
68 lbs. (IWW)
@ 0 to 15'
Mean Roof Height =
23.0 feet
3.00
feet @
7.7 psf =
23 lbs. (IWW)
@ 15 to 20'
Uplift Pressure =
5.8 psf
12.50
feet @
5.2 psf =
65 lbs. (OLW)
@ 20 to 25'
0.00
feet @
3.1 psf =
0 lbs. (IWR)
@ 20 to 25'
0.00
feet @
7.3 psf =
0 lbs. (OLR)
@ 20 to 25'
Fp = 156 plf - horiz.
Wind Loading
Tributary
Normal
Resultant Horizontal
@Wall Lines F - H
Area
Pressure
Force
@Floor Level
7.00
feet @
7.1 psf =
50 lbs. (IWW)
@ 0 to 15'
Mean Roof Height =
17.0 feet
7.00
feet @
4.8 psf =
34 lbs. (OLW)
@ 15 to 20'
Uplift Pressure =
5.8 psf
0.00
feet @
2.9 psf =
0 lbs. (IWR)
@ 15 to 20'
0.00
feet @
6.8 psf =
0 lbs. (OLR)
@ 15 to 20'
Fn =I R4 nlf - hnri7
Wind Loading @ Living
Tributary
Normal
Resultant Horizontal
@Wall Lines 1 - 2
Area
Pressure
Force
@Roof
3.00
feet @
7.1 psf =
21 lbs. (IWW)
@ 0 to 1-5'
Mean Roof Height =
21.5 feet
1.00
feet @
7.7 psf =
8 lbs. (IWW)
@ 15 to 20'
Uplift Pressure =
5.8 psf
4.00
feet @
5.2 psf =
21 lbs. (OLW)
@ 20 to 25'
9.00
feet @
3.1 psf =
28 lbs. (IWR)
@ 20 to 25'
9.00
feet @
7.3 psf =
65 lbs. (OLR)
@ 20 to 25'
Fp = 143 plf - horiz.
Wind Loading
Tributary
Normal
Resultant Horizontal
@Wall Lines 2 - 3
Area
Pressure
Force
@Floor Level
8.00
feet @
7.1 psf =
57 lbs. (IWW)
@ 0 to 15'
Mean Roof Height =
21.5 feet
8.00
feet @
5.2 psf =
41 lbs. (OLW)
@ 20 to 25'
Uplift Pressure =
5.8 psf
0.00
feet @
3.1 psf =
0 lbs. (IWR)
@ 20 to 25'
0.00
feet @
7.3 psf =
0 lbs. (OLR)
@ 20 to 25'
Fp = 99 Of - horiz.
Wind Loading @ Living
Tributary
Normal
Resultant Horizontal
@Wall Lines 3 - 4
Area
Pressure
Force
@Roof
4.00
feet @
7.1 psf =
29 lbs. (IWW)
@ 0 to 15'
Mean Roof Height =
17.5 feet
0.00
feet @
7.7 psf =
0 lbs. (IWW)
@ 15 to 20'
Uplift Pressure =
5.8 psf
4.00
feet @
4.8 psf =
19 lbs. (OLW)
@ 15 to 20'
9.00
feet @
2.9 psf =
26 lbs. (IWR)
@ 15 to 20'
9.00
feet @
6.8 psf =
61 lbs. (OLR)
@ 15 to 20'
Fp = 135 Of - horiz.
Wind Loading
Tributary
Normal
Resultant Horizontal
@Wall Lines 3 - 4
Area
Pressure
Force
@Floor Level
7.00
feet @
7.1 psf =
50 lbs. (IWW)
@ 0 to 15'
Mean Roof Height =
17.5 feet
7.00
feet @
4.8 psf =
34 lbs. (OLW)
@ 15 to 20'
Uplift Pressure =
5.8 psf
0.00
feet @
2.9 psf =
0 lbs. (IWR)
@ 15 to 20'
0.00
feet @
6.8 psf =
0 lbs. (OLR)
@ 15 to 20'
Fp = 84 plf - horiz.
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005 f,j L-`
Wind Loading @ Living
Tributary
Normal
Resultant Horizontal
@Wall Lines 4 - 6
Area
Pressure
Force
@Roof
4.00
feet @
7.1 psf =
29 lbs. (IWW)
@ 0 to 15'
Mean Roof Height =
12.0 feet
0.00
feet @
7.7 psf =
0 lbs. (IWW)
@ 15 to 20'
Uplift Pressure =
5.8 psf
4.00
feet @
4.5 psf =
18 lbs. (OLW)
@ 0 to 15'
8.00
feet @
2.7 psf =
21 lbs. (IWR)
@ 0 to 15'
8.00
feet @
6.2 psf =
50 lbs. (OLR)
@ 0 to 15'
Fp =1 118 Of - horiz.
Wind Loading
Tributary
Normal
Resultant Horizontal
@Wall Lines 4 - 5
Area
Pressure
Force
@Floor Level
6.00
feet @
7.1 psf =
43 lbs. (IWW)
@ 0 to 15'
Mean Roof Height =
12.0 feet
6.00
feet @
4.5 psf =
27 lbs. (OLW)
@ 0 to 15'
Uplift Pressure =
5.8 psf
0.00
feet @
2.7 psf =
0 lbs. (IWR)
@ 0 to 15'
0.00
feet @
6.2 psf =
0 lbs. (OLR)
@ 0 to 15'
Fp = 70 plf - horiz.
Wind Loading @ Living
Tributary
Normal
Resultant Horizontal
@Wall Lines 7 - 8
Area
Pressure
Force
@Roof
1.00
feet @
7.1 psf =
7 lbs. (IWW)
@0 to 15'
Mean Roof Height =
19.5 feet
3.00
feet @
7.7 psf =
23 lbs. (IWW)
@ 15 to 20'
Uplift Pressure =
5.8 psf
4.00
feet @
4.8 psf =
19 lbs. (OLW)
@ 15 to 20'
5.00
feet @
2.9 psf =
14 lbs. (IWR)
@ 15 to 20'
5.00
feet @
6.8 psf =
34 lbs. (OLR)
@ 15 to 20'
Fp = 98 plf - horiz.
Wind Loading
Tributary
Normal
Resultant Horizontal
@Wall Lines 7 - 8
Area
Pressure
Force
@Floor Level
8.50
feet @
7.1 psf =
61 lbs. (IWW)
@ 0 to 15'
Mean Roof Height =
19.5 feet
8.50
feet @
4.8 psf =
41 lbs. (OLW)
@ 15 to 20'
Uplift Pressure =
5.8 psf
0.00
feet @
2.9 psf =
0 lbs. (IWR)
@ 15 to 20'
0.00
feet @
6.8 psf =
0 lbs. (OLR)
@ 15 to 20'
Fp = 102 plf - horiz.
r
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005 f7,1 LS
UBC Seismic Loads - Static Force Procedure
V= (Z•1•C/Rw)•W where;
Z =
0.3 Zone 3
I =
1.00 Importance Factor
p=1 0.103 •W
C=
2.75 maximum
Rw =
8.0 Plywood Shear Walls
W =
Building Weight
Seismic Roof Loading @ Bedrooms
Tributary Weights =
24.00 feet of Roof @
18.00 psf
@ Lines, A - C
8.00 feet of Ext. Wall @
14.00 psf
4.00 feet of Int. Wall @
10.00 psf
V = p - oriz.
Seismic Floor Loading @ Bedrooms
Tributary Weights =
20.00 feet of Floor @
11.00 psf
@ Lines, A - C
19.00 feet of Ext. Wall @
14.00 psf
9.50 feet of Int. Wall @
10.00 psf
V = p - oriz.
Seismic Roof Loading @ Ann's Office
Tributary Weights =
22.00 feet of Roof @
18.00 psf
@ Lines, C - D
8.00 feet of Ext. Wall @
14.00 psf
4.00 feet of Int. Wall @
10.00 psf
V = p - oriz.
Seismic Floor Loading @ Ann's Office
Tributary Weights =
17.00 feet of Floor @
11.00 psf
@ Lines, C - D
16.00 feet of Ext. Wall @
14.00" psf
8.00 feet of Int. Wall @
10.00 psf
V = p - oriz.
Seismic Roof Loading @ Living, Kitchen
Tributary Weights =
26.00 feet of Roof @
18.00 psf
@ Lines, D - E, F - G
8.00 feet of Ext. Wall @
14.00 psf
0.00 feet of Int. Wall @
10.00 psf
V 57 p - horiz.
Seismic Floor Loading @ Living, Kitchen
Tributary Weights =
22.00 feet of'Floor @
11.00 psf
@ Lines, D - E, F - G
19.00 feet of Ext. Wall @
14.00 psf
9.50 feet of Int. Wall @
10.00 psf
V = p - onz.
06/27/97 - Lateral Analysis - Mlotok/Warner Residence R.C.E. Job 97-005 '.1 Llo
Seismic Roof Loading @ Living, Garage
Tributary Weights =
57.00 feet of Roof @
18.00 psf
@ Lines, E - F
8.00 feet of Ext. Wall @
14.00 psf
8.00 feet of Int. Wall @
10.00 psf
V = p - oriz.
Seismic Floor Loading @ Living, Garage
Tributary Weights =
46.00 feet of Floor @
11.00 psf
@ Lines, E - F
9.50 feet of Ext. Wall @
14.00 psf
18.00 feet of Int. Wall @
10.00 psf
V 8 1 p - horiz.
Seismic Roof Loading @ Bedrooms
Tributary Weights =
20.00 feet of Roof @
18.00 psf
@ Lines, G - H
8.00 feet of Ext. Wall @
14.00 psf
0.00 feet of Int. Wall @
10.00 psf
V 45 p - oriz.
Seismic Floor Loading @ Bedrooms
Tributary Weights =
14.00 feet of Floor @
y
11.00 psf
@ Lines, G - H
10.50 feet of Ext. Wall @
14.00 psf
0.00 feet of Int. Wail @
10.00 psf
V 2 7 p - horiz.
r
Seismic Floor Loading@
Tributary Weights =
25.50 feet of Floor @
11.00 psf
@ Lines, 1 - 2
0.00 feet of Ext. Wall @
14.00 psf
0.00 feet of Int. Wall @
10.00 psf
V 29 p - horiz.
Seismic Roof Loading @
Tributary Weights =
38.50 feet of Roof @
18.00 psf
@ Lines, 2 -3
0.00 feet of Ext. Wall @
14.00 psf
8.00 feet of Int. Wall @
10.00 psf
V 80 p - horiz.
Seismic Floor Loading @
Tributary Weights =
38.50 feet of Floor @
11.00 psf
@ Lines, 2 -3
9.00 feet of Ext: Wall @
14.00 psf
0.00 feet of Int. Wall @
10.00 psf
V 53 p - horiz.
Seismic Roof Loading @ Kitchen, Victors Offi
Tributary Weights =
80.00 feet of Roof @
18.00 psf
@ Lines, 3 - 4
4.00 feet of Ext. Wall @
14.00 psf
8.00 feet of Int. Wall @
10.00 psf
V 16V p - horiz.
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Seismic Floor Loading @ Kitchen, Victors Off Tributary Weights =
75.00 feet of Roof @
11.00 psf
@ Lines, 3 - 4
12.00 feet of Ext. Wall @
14.00 psf
V = p - oriz.
20.00 feet of Int. Wall @
10.00 psf
Seismic Roof Loading @
Tributary Weights =
40.00 feet of Roof @
18.00 psf
@ Lines, 3 - 4
8.00 feet of Ext. Wall @
14.00 psf
V = p - oriz.
4.00 feet of Int. Wall @
10.00 psf
Seismic Floor Loading @
Tributary Weights =
14.00 feet of Roof @
11.00 psf
@ Lines, 3 - 4
12.00 feet of Ext. Wall @
14.00 psf
V = p - oriz.
0.00 feet of Int. Wall @
10.00 psf
Seismic Roof Loading @ Garage
Tributary Weights =
28.00 feet of Roof @
18.00 psf
@ Lines, 5 - 6
8.00 feet of Ext. Wall @
14.00 psf
V 60 Of - horiz.
0.00 feet of Int. Wall @
10.00 psf
Seismic Roof Loading @
Tributary Weights =
29.00 feet of Roof @
18.00 psf
@ Lines, 7 - 8
4.00 feet of Ext. Wall @
14.00 psf
V = p oriz.
8.00 feet of Int. Wall @
10.00 psf
Seismic Floor Loading @
Tributary Weights =
25.00 feet of Roof @
11.00 psf
@ Lines, 7 - 8
9.50 feet of Ext. Wall @
14.00 psf
V = p - oriz.
9.50 feet of Int. Wall @
10.00 psf
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005 Fj L$
Lateral Load Summary
Roof Loadings
Wall Line
ID
Tributary
Length
ft.)
Unit Loads
Seismic Wind
.I.f.) .l.f.
Wall Loads
Seismic Wind
kis (kips)
Controlling
Load Case
A
10.00
57 103
0.569 1.034
Wind Controls
B -South Side
8.00
57 103
0.455 0.828
Wind Controls
B -North Side
7.00
57 103
0.398 0.724
Wind Controls
C -South Side
7.00
57 103
0.398 0.724
Wind Controls
C -North Side
8.00
53 103
0.426 0.828
Wind Controls
D -South side
8.00
53 103
0.426 0.828
Wind Controls
D -North Side
16.00
57 123
0.904 1.970
Wind Controls
E -South side
5.00
57 123
0.283 0.616
Wind Controls
E -North Side
11.00
122 123
1.345 , 1-.355
Wind Controls
F -South side
16.00
122 123
1.957 1.970
Wind Controls
F -North Side
6.00
57 106
0.339 0.635
Wind Controls
G -South side
6.00
57 106
0.339 0.635
Wind Controls
G -North Side
8.00
45 106
0.363 0.846
Wind Controls
H -South side
8.00
45 106
0.363 0.846
Wind Controls
H -North Side
4.00
45 106
0.181 0.423
Wind Controls
2
3.00
80 143
0.239 0.430
Wind Controls
3 -East Side
3.00
80 99
0.239 0.296
Wind Controls
3 -West Side
8.50
161 135
1.367 1.145
Seismic Controls
4 -East Side
8.50
161 135
1.367 1.145
Seismic Controls
4 -West Side
4.00
87 118
0.346 0.471
Wind Controls
5 -East Side
4.00
87 118
0.346 0.471
Wind Controls
5 -West Side
11.00
60 118
0.662 1.296
Wind Controls
6
13.00
60 118
0.783 1.532
Wind Controls
7
11.00
66 98
0.728 1.076
Wind Controls
8
14.00
66 98
0.927 1.370
1 Wind Controls
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005 �� Lq
Lateral Load Summary
Floor Loadings
Wall Line
ID.
Tributary
Length
ft.)
Unit Loads
Seismic Wind
.I.f. (.I.f.)
Wall Loads
Seismic Wind
(kis (kips)
Controlling
Load Case
A
6.50
52
117
0.339
0.761
Wind Controls
B -South Side
6.50
52
117
0.339
0.761
Wind Controls
B -North Side
7.50
52
117
0.391
0.878
Wind Controls
C -South Side
7.50
52
117
0.391
0.878
Wind Controls
C -North Side
8.00
44
117
0.352
0.937
Wind Controls
D -South side
8.00
44
117
0.352
0.937
Wind Controls
D -North Side
5.00
54
117
0.272
0.586
Wind Controls
E -South side
5.00
54
117
0.272
0.586
Wind Controls
E -North Side
11.00
81
117
0.886
1.288
Wind Controls
F -South side
11.00
81
117
0.886
1.288
Wind Controls
F -North Side
6.00
54
117
0.326
0.703
Wind Controls
G -South side
6.00
54
117
0.326
0.703
Wind Controls
G -North Side
8.00
27
117
0.214
0.937
Wind Controls
H
8.00
27
117
0.214
0.937
Wind Controls
1
9.00
29
0
0.260
0.000
Seismic Controls
2 -East Side
5.00
29
0
0.145
0.000
Seismic Controls
2 -West Side
3.00
53
99
0.159
0.296
Wind Controls
3 -East Side
3.00
53
99
0.159
0.296
Wind Controls
3 -West Side
8.50
118
84
1.004
0.712
Seismic Controls
4 -East Side
8.50
118
84
1.004
0.712
Seismic Controls
4 -West Side
4.00
87
70
0.346
0.279
Seismic Controls
5
4.00
87
70
0.346
0.279
Seismic Controls
6
8.00
48
102
0.384
0.814
Wind Controls
7
8.00
48
102
0.384
0.814
Wind Controls
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
SHEAR STRESSES AND
SHEAR ANCHORAGE SUMMARY
Wall Line
ID
Wall Loads
Seismic Wind
(kips) (kips)
Wall
Length
(feet)
Wall
Stresses
(plf)
Horizontal Diaphragm
Lengths u Stresses
Sill Plate Shear Anchorage
Bolt Dia. (in.) or
Connector Type
Capacity
(kips)
Spacing
(feet) (plf) (feet) (plf)
South Side North Side
A@ 1 st Level
A@ Bottom Level
A@ Foundation
0.57
0.91
1.03
1.80
8
16
129
168
22 47
0.500
0.841
48 inches o.c.
16 112
B@ 1 st Level
B@ Bottom Level
B@ Foundation
0.85
1.58
1.55
3.19
10.5
10.5
148
304
24 34 24 30
0.500
0.841
32 inches o.c.
16 48 20 44
C@ 1st Level
C@ Bottom Level
C@ Foundation
0.82
1.57
1.55
3.37
4.5
7.5
345
449
24 30 24 34
0.500
0.841
18 inches o.c.
20 44 20 47
D@ 1 st Level
D@ Bottom Level
D@ Foundation
1.33
1.95
2.80
4.32
14
15.5
200
348
26 32 26 76
0.500
0.841
36 inches o.c.
16 59 22 27
E@ 1 st Level
E@ Foundation
1.63
-
1.97
22
90
26.5 23 54.5 25
0.500
0.841
48 inches o.c.
F@ 1 st Level
F@ Bottom Level
F@ Foundation
2.30
3.51
2.60
4.60
13
17
200
270
56 35 26 24
0.500
0.841
36 inches o.c.
30 23 20 35
G@ 1 st Level
G@ Bottom Level
G@ Foundation
0.70
1.24
1.48
3.12
11.5
10.5
129
338
26 24 26 33
0.500
0.841
32 inches o.c.
20 47 18 52
H@ 1st Level
H@ Bottom Level
H@ Foundation
0.54
1.02
1.27
2.21
8
14
159
238
I
20 27
0.500
0.841
48 inches o.c.
20 51
1
I
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wail Line
ID
Wall Loads
Seismic Wind
(kips) (kips)
Wall
Length
(feet)
Wall
Stresses
(plo
Horizontal Diaphragm
Lengths 81 Stresses
Sill Plate Shear Anchorage
Bolt Dia. (in.) or
Connector Type
Capacity
(kips)
Spacing
(feet) (plf) (feet) (pif)
East Side West Side
I@ Bottom Level
1@ Foundation
0.26
0.00
18
14
0.500
0.841
48 inches o.c.
2@ 1 st Level
2@ Bottom Level
2@ Foundation
0.24
0.54
0.43
0.73
12
18
36
44
38 11
0.500
0.841
48 inches o.c.
32 5 32 9
3@ 1 st Level
3@ Bottom Level
3@ Foundation
1.61
2.77
1.44
2.45
18
40
89
117
78 4 78 18
0.500
0.841
48 inches o.c.
75 4 75 4
4@ 1st Level
4@ Bottom Level
4@ Foundation
1.71
3.06
1.62
2.61
30
65
57
74
83 16 83 6
0.500
0.841
48 inches o.c.
80 13 80 13
5@ 1 st Level
5@ Foundation
1.36
2.05
17
120
28 17 28 46
0.500
0.841
48 inches o.c.
6@ Bottom Level
6@ Foundation
0.78
1.53
18
85
28 28
0.500
0.841
48 inches o.c.
7@ 1 st Level
7@ Bottom Level
7@ Foundation
0.73
1.11
1.08
1.89
10.75
21
100
121
24 45
0.500
0.841
48 inches o.c.
21 90
8@ 1 st Level
8@ Bottom Level
8@ Foundation
0.93
1.31
1.37
2.18
8
20
171
163
30 31
0.500
0.841
48 inches o.c.
=27 49
3IQ
C`
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-OOS-
Drag Force Summary
Wall Line ID: E
Opening Unit Wall South Side
North Side
Net Applied
Drag Force @
Lateral Loads: Seismic (kips)
Wind kis
Wall
Between Stress Diaphram Stress
Diaphram Stress
Stress
end of'segment
South Side 0.28
0.62
Length
Walls Seismic Wind Seismic Wind
Seismic
Wind
Seismic
Wind
Seismic
Wind
North Side 1.35 _
1.35(feet)
feet I I I I
I
I
1
I
I
I
0.00
0.00
10.00
74 90
25
25
-49
-65
-0.49
-0.65
Diaphram Length Start ft
End ft
2.00.
25
25
25
25
-0.44
-0.60
South Side 28.00
54.50
12.00
74 90
25
25
-49
-65
-1.04
-1.37
North Side 0.00
54.50
4.00
25
25
25
25
-0.94
-1.27
0.00
0.00
26.50 11 23
25
25
35
48
0.00
0.00
Drag Force (kips) Seismic (kips)
Wind (kips)
@ 0.00 ft
@ 0.00 ft
Max Drag Force (kips) Seismic (kips)
Wind (kips)
@ 24.00 ft 1.04
1.37
Seismic Drag Forces
0
-0.2
Sc -0.4
d
� -0.6
`o
LL
m -0.8
A
-1.2
0 10
20
30 40
50
60
Distance along wall line (ft)
Wind Drag Forces
0
-0.2
a -0.4
Y_
d -0.6
V
-0.8
,0
O0 1
/ A
-1.2
-1.4
I
0 10
20
30 40
50
60
Distance along wall line (ft)
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
0.4
0.2
c o
Y_
-0.2
V
,a -0.4
2 -0.6
0
-0.8
-1
0
Seismic Drag Forces
0.4
0.2
n 0
Y
a, -0.2
V
,0 -0.4
-0.6
D
-0.8
-1
0
10 20 30 40 50 60
Distance along wall line (ft)
Wind Drag Forces
10 20 . 30 40 50 60
Distance along wall line (ft)
Drag Force Summary
Wall Line ID: F
Opening
Unit Wall
South Side
North Side
Net Applied
Drag Force @
Lateral Loads: Seismic (kips)
Wind kis
Wall
Between
Stress
Diaphram
Stress
Diaphram Stress
Stress
end of segment
South Side 1.96
1.97
Length
Walls
Seismic
Wind
Seismic
Wind
Seismic
Wind
Seismic
Wind
Seismic
Wind
North Side 0.34
0.63
feet
feet
I
I
I
I
I
I
I
I
I
loI
0.00
0.00
3.00
35
35
35
35
0.10
0.10
Diaphram Length Start ft
End ft
2.50
177 200
35
35
-142
-166
-0.25
-0.31
South Side 0.00
56.50
17.00
35
35
35
35
0.34
0.28
North Side 28.00
54.00
2.50
177 200_
35
35
-142
-166
-0.02
-0.13
0.00
0.00
3.00
35
35
35
35
0.09
-0.03
Drag Force (kips) Seismic (kips)
Wind kis
3.00
35
35
13 24
48
59
0.23
0.15
@ 0.00 ft
8.00
177 200
35
35
13 24
-129
-141
-0.80
-0.98
@ 0.00 ft
15.00
35
35
13 24
48
59
-0.09
-0.09
Max Drag Force (kips) Seismic (kips)
Wind kis
2.50
35
35
35
35
0.00
0.00
@ 39.00 ft 0.80
0.9R
'
0.4
0.2
c o
Y_
-0.2
V
,a -0.4
2 -0.6
0
-0.8
-1
0
Seismic Drag Forces
0.4
0.2
n 0
Y
a, -0.2
V
,0 -0.4
-0.6
D
-0.8
-1
0
10 20 30 40 50 60
Distance along wall line (ft)
Wind Drag Forces
10 20 . 30 40 50 60
Distance along wall line (ft)
06/30/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
0.2
0.1
CL 0
Y
a -0.1
V
LL -0.2
-0.3
0
-0.4
-0.5
0
Seismic Drag Forces
0.4
0.2
n
Y 0
d
� -0.2
`o
eo -0.4
A
-0.6
-0.8
0
5 10 15 20 25 30
Distance along wall line (ft)
Wind Drag Forces
5 10 15 20 25 30
Distance along wall line (ft)
Drag Force Summary
Wall Line ID: 8
Wall
Opening
Between
Unit Wall
Stress
West Side
Diaphram Stress
Diaphram Stress
Net Applied
Stress
Drag Force @
end of segment
Lateral Loads: Seismic (kips) Wind kis
West Side 0.93
1.37
Length
Walls
Seismic Wind
Seismic Wind
Seismic Wind
Seismic Wind
Seismic Wind
East Side 0.00
0.00
feet
feet
I I
I I
I I
I I
I i
0.00
0.00
8.00
6.00
116 171
31 46
31 46
31 46
-85 -126
0.19 0.27
-0.49 -0.73
Diaphram Length Start ft End ft
West Side 0.00
30.00
16.00
31 46
31 46
0.00 0.00
0.00
0:00
0.00
0.00
Drag Force (kips) Seismic (kips) Wind (kips)
@ 0.00 ft
@ 0.00 ft
Max Drag Force (kips) Seismic (kips) Wind (kips)
0.2
0.1
CL 0
Y
a -0.1
V
LL -0.2
-0.3
0
-0.4
-0.5
0
Seismic Drag Forces
0.4
0.2
n
Y 0
d
� -0.2
`o
eo -0.4
A
-0.6
-0.8
0
5 10 15 20 25 30
Distance along wall line (ft)
Wind Drag Forces
5 10 15 20 25 30
Distance along wall line (ft)
f� U-
06/30/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Chord Force Summary (worst cases)
Chord Data
Chord Chord Length (L)
Line ft
Unit Load (w)
Depth (D) Seismic Wind
ft I I
Max Chord Force
(T) = w•L2
Kis 8•D
# Nails Required
At Each Chord
—Boundary
House Roof Diaphram Chord Forces
5816
E U F
22.0
22.0
60
118
0.32
3 -16 d's
D U F
2814
32.0
22.0
122
123
0.72
5 -16 d's
Max. Drag Force @ Line E
1.37
10 -16 d's
Max. Drag Force @ Line F
0.34
3 -16 d's
Max. Drag Force @ Line 8
0.73
6 -16 d's
Nail Size =
Nail Shear Capacity =
Max Number Required
16 d Required Nails
108 pounds At Splice =
10 -16 d's
T
1.339Shear Cap.
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wall Line
Wall
Loadall
Wall
Applied
Forces Resisdng
esistiveet
Uplift
Comments
ID
Load
Type
Height
Length
OTM
Uniform Load Point Load
OTM
Force
:::!@
(kips)
(feet)
(feet)
(foot -kips)
(IdO (kips)
(foot -kips
(kips)
A
eismic
.
1 st Level
8.00
4.00
2.28
0.112
0.76
0.379
MST136
1.03
Wind
8.00
4.00
4.14
0.112
0.60
0.885
MST136
8.00
4.00
4.14
0.112
0.60
0.885
MST136
Seismic
w x post
@Bottom Level
1.80
Wind
10.00
16.00
35.66
0.140
11.95
1.482
HD2A w/ 2x post
eismic
1
@ 1 st Level
8.00
6.00
3.90
0.112
1.71
0.365
MST148
1.55
Wind
8.00
4.50
5.32
0.112
0.76
1.014
MST148
8.00
6.00
7.09
0.112
1.34
0.958
MST148
1.58
Seismic
w x post
@Bottom Level
3.00
6.00
4.90
0.042
0.64
0.710
HD2A w/ DBL 2x post
3.19
Wind
5.00
4.50
11.40
0.070
0.47
2.429
HD2A w/ DBL 2x post
3.00
6.00
11.22
0.042
0.50
1.786
HD2A w/ DBL 2x post -
eismic0.112
0.96
1.29T-
MST17Z
@ 1 st Level
1.55
Wind
8.00
4.50
12.41
0.112
0.76
2.591
MST172
1.57
Seismic
w x post
@Bottom Level
3.37
Wind
2.00
7.50
12.40
0.028
0.53
1.584
HD2A w/ DBL 2x post
1.
eismic0.112
9.33
O.U7T--
MST148
@ 1 st Level
2.80
Wind
8.00
14.00
22.38
0.112
7.32
1.076
MST148
D
1.95
eismic
w x post
@Bottom Level
4.32
Wind
7.00
15.50
45.31
0.098
7.85
2.417
HD2A w/ DBL 2x post
,3 .
r
ji
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wall Line
Wall
Loada
all
Applied
Forces Resisting OTM
Resistive
Net Uplift
Comments
ID
Load
Type
Height
Length
OTM
Uniform Load Point Load
OTM
Force
(kips)
(feet)
(feet)
(foot -kips)
(klf) (kips)
(foot -kips
(kips)
eismic
w x post
8.00
9.50
6.34
0.112
4.30
0.216
HD2A w/ 2x post
1.97
Wind
8.00
10.00
8.08
0.112
3.73
0.435
HD2A w/ 2x post
8.00
9.50
7.68"
0.112
3.37
0.454
HD2A w/ 2x post
eismic
w x post
@ I st Level
`
8.00
2.50
3.53
0.112
0.30
1.294
HD2A w/ 2x post
8.00
8.00
11.30
0.112
3.05
1.032
HD2A w/ 2x post
2.60
Wind
8.00
2.50
4.01
0.112
0.23
1.510
HD2A w/ 2x post
8.00
2.50
4.01
0.112
0.23
1.510
HD2A w/ 2x post
8.00
8.00
12.82
0.112
2.39
1.304
HD2A w/ 2x post
Seismic
w x post
@Bottom Level
4.60
Wind
7.00
17.00
42.60
0.098
9.44
1.951
HD2A w/ DBL 2x post
G
0.70
Seismic-
1
@ 1 st Level
8.00
8.50
4.15
0.112
3.44
0.084
MST148
1.48
Wind
8.00
3.00:
3.09
0.112
'0.34
0.918
MST148
8.00
8.50
8.75
0.112
2.70
0.713
MST148
G
1.24
Seismic
w x post
@Bottom Level
F
3.12
Wind
5.00
10.50
37.20
0.070
2.57
3.297
HDSA w/ DBL 2x post
" .", "I
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wall Line
Wall
Load
Wall
Wall
Applied
Forces Resisting OTM
Resistive
Net Uplift
Comments
ID
Load
Type
Height
Length
OTM
Uniform Load Point Load
OTM
Force
(kips)
(feet)
(feet)
(foot -kips)
(kif) (kips)
(foot -kips
(kips)
eismic
0.112
576-
@ 1 st Level
8.00
4.00
2.18
0.112
0.76
0.354
MST148
1.27
Wind
8.00
4.00
5.08
0.112
0.60
1.120
MST148
8.00
4.00
5.08
0.112
0.60
1.120
MST148
H
1.02
Seismic
w x post
@Bottom Level
2.21
Wind
4.00
14.00
28.98
0.056
3.66
1.809
HD2A w/ DBL 2x post
eismic
o NeTt Upi
No Holdown eq
0.00
Wind
10.00
25.00
0.00
0.095
19.79
No Net Uplift!
No Holdown Req'd
2
0.24
Seismic0.112o
Net Uplift!
@ 1 st Level
8.00
6.00
0.96
0.112
1.71
No Net Uplift!
MSTI36
0.43
Wind
8.00
6.00
1.72
0.112
1.34
0.062
MST136
8.00
6.00
1.72
0.112
1.34
0.062
MST136
Seismic
o et TWi
w 2x post
@Bottom Level
10.00
9.00
2.71
0.140
4.82
No Net Uplift!
HD2A w/ 2x post
0.73
Wind
10.00
9.00
4.19
0.140
3.78
0.045
HD2A w 2x post
10.00
9.00
4.19
-0.140
3.78
0.045
HD2A w/ 2x post
"3 ,, .
4h ; u
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wall Line
ID
Wall
Load
(kips)
Load
Type
Wall
Height
(feet)
Wall
Length
(feet)
Applied
OTM
(foot -kips)
Forces Resisting OTM
Uniform Load Point Load
(klf) (kips)
Resistive
OTM
(foot -kips
Net Uplift
Force
(kips)
Comments
eismic
@ 1 st Level
8.00
3.00
2.14
0.112
0.43
0.571
MST136
8.00
3.00
2.14
0.112
0.43
0.571
MST136
8.00
3.00
2.14
0.112
0.43
0.571
MST136
8.00
3.00
2.14
0.112
0.43
0.571
MST136
8.00
3.00
2.14
0.112
0.43
0.571
MST136
1.44
Wind
8.00
3.00
1.92
0.112
0.34
0.528
MST136
8.00
3.00
1.92
0.112
0.34
0.528
MST136
8.00
3.00
1.92
0.112
0.34
0.528
MST136
8.00
3.00
1.92
0.112
0.34
0.528
MST136
8.00
3.00
1.92
0.112
0.34
0.528
MST136
8.00
3.00
1.92
0.112
0.34
0.528
MST136
3
2.77
Seismic
w x post
@Bottom Level
7.00
12.00
14.38
0.098
6.00
0.699
HD2A w/ 2x post
7.00
16.00
18.61
0.098
10.66
0.497
HD2A w/ 2x post
2.45
Wind
7.00
12.00
13.07
0.098
4.70
0.697
HD2A w/ 2x post
7.00
12.00
13.07
0.098
4.70
0.697
HD2A w/ 2x post
7.00
16.00
16.89
0.098
8.36
0.533
HD2A w/ 2x post
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wall Line
ID
Wall
Load
(kips)
Loadall
Type
Height
(feet)
Wall
Length
(feet)
Applied
OTM
(foot -kips)
Forces Resisting OTM
Uniform Load Point Load
(MO (kips)
Resistive
OTM
(foot -kips
Net Uplift
Force
(kips)
Comments
eismic
@ 1 st Level
8.00
3.00
1.37
0.112
0.43
0.314
MST136
8.00
3.00
1.37
0.112
0.43
0.314
MST136
8.00
10.00
4.57
0.112
4.76
No Net Uplift!
MSTI36
8.00
4.00
1.83
0.112
0.76
0.267
MST136
8.00
4.00
1.83
0.112
0.76
0.267
MST136
1.62
Wind
8.00
6.00
2.59
0.112
1.34
0.207
MST136
8.00
3.00
1.29
0.112
0.34
0.319.
MST136
8.00
3.00
1.29
0.112
0.34
0.319
MST136
8.00
10.00
4.31
0.112
3.73
0.058
MST136
8.00
4.00
1.72
0.112
0.60
0.282 -
MST136
8.00
4.00
1.72
0.112
0.60
0.282
MST136
4
3.06
Seismic
14.64
No NetUplift!
No Holdown eq
@Bottom Level
7.00
10.00
6.92
0.098
4.17
0.276
HD2A w/ 2x post
7.00
12.00
4.54
0.098
6.00
No Net Uplift!
HD2A w/ 2x post
7.00
16.00
10.31
0.098
10.66
No Net Uplift!
HD2A w/ 2x post
2.61-
Wind
7.00
18.75
11.09
0.098
11.48
No Net Uplift!
No Holdown Req'd
7.00
10.00
6.52
0.098
3.27
0.326
HD2A w/ 2x post
7.00
10.00
3.91
0.098
3.27
0.064
HD2A w/ 2x post
7.00
16.00
9.84
0.098
8.36
0.092
HD2A w/ 2x post
4}17.. oc
3q
r
06/27/97 - Lateral Analysis - Mlotok/Warner Residence - R.C.E. Job 97-005
Wall Line
Wall
Load
Wallall
Applied
orces Resisting OTM
Resistive
Net Uplift
Comments
ID
Load
Type
Height
Length
OTM
Uniform Load Point Load
OTM
Force
(kips)
(feet)
(feet)
(foot -kips)
(klf) (kips)
(foot -kips
(kips)
eismic
w x post
8.00
8.00
5.10
0.112
3.05
0.257
HD2A w/ 2 x post
2.05
Wind
8.00
9.00
8.67
0.112
3.02
0.627
HD2A w/ 2 x post
8.00
8.00
7.70
0.112
2.39
0.664
HD2A w/ 2 x post
eismic
o Net Uplift!
w x post
8.00
9.00
3.13
0.112
3.86
No Net Uplift!
HD2A w/ 2x post
1.53
Wind
8.00
9.00
6.13
0.112
3.02
0.345
HD2A w/ 2x post
8.00
9.00
6.13
0.112
3.02
0.345
HD2A w/ 2x post
0.73
Seismic
0.112
@ 1 st Level
8.00
6.75
3.66
0.112
2.17
0.221
MST136
1.08
Wind
8.00
4.00
3.20.
0.112
0.60
0.652
MST136
8.00
6.75
5.41
0.112
1.70
0.549
MST136
1.
-re ismIc
9.00
21.00
1
o et p Mi.
No Holdown Req'd
@Bottom Level
1.89
Wind
9.00
21.00
17.01
0.126
18.52
No Net Uplift!
No Holdown Req'd
8
0.93
Seismic0.112.
@ 1 st Level
1.37
Wind
8.00
8.00
10.96
0.112
2.39
1.071
MST148
eismic
w x post
@Bottom Level
2.18
Wind
9.00
20.00
46.43
0.126
16.80
1.481
HD2A w/ 2x post
,7/14/97 '
ANNE WARNER/VICTOR MLOTOK
12650 QUAIL RUN DR
CHICO, CA 95928
RE: B.P.#97-1414.
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965.3397
TELEPHONE: (916) 538-7541
FAX: (916) 538-2140
A.P.# 011-31-062
With reference to the above subject, attached is:
[XX] Plan Check List
[ ] Red Marked Calculations
Red Marked Plans
[ ] Other
Action Required:.
[XX) Comply with P1an.Check List
[ ] Resubmit Plans with Revisions As Required
[ ) Return All Original Materials and Revised Plans to the Building Department
[ ] Other
Should you have any questions, please contact this office at the address or phone
number listed above.
CC: LENN GOL•DMAN
Sincerely,
MARTHA WHITNEY -PLAN CHECKER
j P' -.MIT APPLICANT ANNE WARNER/VTCTnR Mt.(]Tnu PERMIT NO. 97-1414
ASSESSOR PARCEL NO. 011-31-062 DATE 7/4/97
The above referenced building plans were reviewed by this office. Provide
additional information and/or make appropriate revisions to plans,
yPspeciications, and calculations as follows:
ROVIDE WET -SIGNED FLOOD ELEVATION CERTIFICATE. DO NOT FAX. -7- 21-97
7../2. PROVIDE FIELD -FRAMING FOR ROOF BETWEEEN TRUSS T-3 AND T-4.
TRUSS T-2 ON TRUSS LAYOUT HAS DIFFERENT SEPARATE SPANS FOR EACH LOCATION.
PLEASE CLARIFY. (RELABEL)
4. DISCREPENCY BETWEEN PLANS AND TRUSS CALCS AS TO AREA OF SLOPED VS FLAT
CEILING AND LIVING RQOM/ENTRY HALL. TRUSS 16 AND 17. PLEASE CLARIFY.
5.
'ENERGY CALCS INCORRECT AS TO SQUARE FOOTAGE OF FENESTRATION (ALL ORIENTATIONS),
TOTAL SQUARE FOOTAGE OF FENESTRATION. PLEASE REVISE AND RESUBMIT TWO COPIES _
WET -SIGNED. (CORRECTED COPY ENCLOSED).
6. PLAN IS IN LINE UP FOR STRUCTURAL REVIEW.
ENCLOSED: ENERGY CALCS (ONE -SET). SEE FORM 8
p� Jr! J '✓ �, "`-�"LI �'+v^y',f ,`Tse it-%�. �=;�-J``p!i`---� - `': __r-..—=1 Ilv..� ---
MARTHA WHITNEY - PLAN CHECKER
(?Oo
If you wish to discuss any requirements, you may contact me at (916) 538-7541
between 1:00p.m. and 4:00 p.m., Monday through Thursday.
CC: LENN GOLDMAN '
SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY
OWNER: - I ►CG WGlriiet- `cIor /Y%f 7K-BUILDINGPERMITNUMBER: 9 .7-141141
PLAN CHECKER: A. P. NUMBER: D lI f -�254 ' OCO Z
Zoning requirements: (side yards and number of permitted living units). COVI I&V1540Y7 0� Z houSC
Valuation.
Plans signed by designer.
CC�t����
Proper description of work on application.
Existing violations on property.
Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.).
Recorded notice of violation. . ,
Complete parcel size and dimensions.
Setbacks, side yards, easements, etc.
Other buildings or structures.
Grading, fills and/or drainage.
Flood hazard.
Special conditions on creation map (Noise, S.R.A., Fire Sprinklers, Water Tender, Trees, etc.).
F.A.U. & F.A.S. road setback.
Building or utilities across lot lines (Record form).
PLAN:
Complete to scale plan with dimensions.
Required windows for light and ventilation (Section 1203).
Required windows for second exit (Section 310.4).
Skylights (Section 2409 & 2603.7).
Glazing in Hazardous Locations (Section 2406).
Required room sizes, ceiling heights (Section 310.6).
.71. G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210).
Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment.
Location of water heaters, heating and cooling equipment, other electrical or gas equipment.
Garage firewall, door size and closer (Section 302.4).
jLl-� Minimum_ of one 3'0" exterior door (Section 1004.6).
Fireplace and wood stove location, alcoves andclearance.
Smoke detectors (Section 310.9.1):
Plumbing fixtures, water closet clearances and shower size.
§XRUCTURAL DETAILS:
Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4).
2. Standard bracing or engineered design(Section 2326.11.3).
3. Clerestory requiring balloon aming and/or engineering.
,4•✓Three story building requiring engineered calculations and plans.
5t..5.
Foundation plan complete enough to construct building.
Floor construction details complete enough to construct building.
Elevations and wall construction details complete enough to construct building.
Roof construction details complete enough to construct building.
Rafter ties or bearing ridge beam.
Fireplace construction details and calc. if necessary.
Garage door and/or porch header sizes.
Stud heights.
Adobe soils - special foundation design.
Retaining walls requiring design.
Special Inspection requirements.
Header size.
June 1997
3.2
MISCELLANEOUS ITEMS TO LOOK OUT FOR: �•
Stairway details: landings, rise and run, head clearance, handrails (Section 1006).
Guardrail details (Section 509).
Brick or stone veneer (Section 1403).
' Exterior plaster - weep screeds (Section 2506).
Proper roof pitch for roof covering (Section 1501).
Roof covering type - (fire hazard).
71 Foam insulation'- protection.
36" halls and stairways.
Living area over Igarage - complete 1 -hour separation required on garage side including supporting walls and posts.
Two exits on three --story dwellings (Section 1003).
Underfloor access and ventilation (Section 2317.7).
Attic access and ventilation (Section 1505).
Combustion air for fuel burning appliances - L.P. G. requirements.
Noise requirements on duplexes.
Energy design. 'YetV iSe d- re u'6 r
Flashing at all exterior openings.
C.D.F. responsible area requirements.
[19.
Automatic Fire Sprinkler Systems (Section 310.10)
For 1n vection Jacket:
lood Hazard/Elevation Certificate
P. -SRA Requirements
Special Inspection Requirements
Automatic Fire Sprinklers
June 1997
3.2
Anne Warner/Victor Mlotok
12650 Quail Run Drive
Chico, CA 95928
Re: Single Family Residence
A.P. No. 011-310-062
LAND OF NATURAL W EAL'TH AND BEAUTY
BUILDING DIVISION
DEPARTMENT OF DEVELOPMENT SERVICES
7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397
TELEPHONE: (916) 536-7541
FAX: (916) 538-2140
Date: 7/14/97
Permit #97-1414
With reference to the above subject, attached is:
[x] Plan Check List
[ ] Red Marked Calculations
[x] Original Truss Calculations and Drawings - (sent to Charles Roberts Only)
Action Required:
[x] Comply with plan check list
[x] Resubmit Plans with revisions as requested
[x] Resubmit calculations with revisions as necessary
[ ] Return originally submitted material
Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday
through Thursday between 1:00 PM and 4:00 PM.
Sincerel
,vlP, I/
Ivloftl I'll
. -George R. Kellogg
Plan Check Engloberts cc: Charles
Roberts Consulting Engineering
1708 Salem Street
Chico, CA 95928
Simmon's Construction
1505 Sheridan Avenue
Chico, CA 95926
Lenn Goldmann & Associates
343 West 4th Street
Chico, CA 95926
SUPPLEMENTAL PLAN CHECK LIST
Permit Applicant: Anne Warner/Victor Mlotok IDate: 7/14/97
Permit #97-1414
Plans for the above referenced project were reviewed by this office. Please provide additional
information and/or make revisions to plans, specifications, or calculations as follows:
The project engineer, Charles Roberts, is to review and approve the truss design for
compatibility with the structure's designed lateral load resisting system.
The 25 ft. long shear wall on line 1, shown on Page L1 of the calculations, does not
/ appear on the plans. Please show as per calculations or provide explanation.
..-T. The 3 ft. long shear wall on line 4, shown on Page Ll of the calculations, does not
appear on the plans. Please show as per calculations or provide explanation.
Provide additional items requested in Martha Whitney's plan check letter dated 7/14/97
and on the Permit Application Data Sheet.
Roberts Consulting Engineering -
1708 Salem Street • Chico, CA 95928 • (916) 894-8801
E-mail: cj@r-c-e.com ex Website: http://www.r-c-e.com
July 25, 1997
Mr. George Kellogg — County of Butte
Plan -Check Engineer
Building Division
7 County Center Drive
Oroville, CA 95965
RE: Mlotok-Warner Residence
Quail Run Road
Chico, CA
Dear Mr. Kellogg,
I am sending a letter confirming that the revised Truss Calculations performed by Longfellow
Lumber meet the intent of the calculations performed by our office. I have reviewed Longfellow
Lumber calculations for the loads and geometry of the structure. If you want additional
coordination with the Longfellow Lumber please let us know as soon as possible.
Thank -you for your help. If you have any questions please contact me at the address and number
above.
Sincerely yours,
Charles J. Roberts, PE
1
TO w>!oM
V/0,9/t/ eo>� � -4� d-11- I
aV4U X
(he-rvR M6U7-0ic
12 �5�) C�v/ZuQ i2ux
/l -3r-62
Anne Warner
12650 Quail Run Drive
Chico, California 95928
7101VA-Itzll
E76ilron���tal , .
JUL
Ch; -„co 91996
California
P.EF;MIT NO. 4.108-79B•,E
PERMIT EXPIRES
OWNER VICTOR MLOTOK
CONTR.
owner
r;
LOCATION (A.P. 51-36-62 )
167 Nimshew Stage, Humbug Rd, 3 mi past
Honey run R Chico
d Sc9uy
�s
z
:r
i
2 Temp. Power Pole
Called PG&E
Te p. Elea Serv.
Called PG&E
, emp. Gas Serv.•
Called PG&E
JOB
FINALED
(Date)
(Signal e)
Footin
Masonry Walls
Footin
Throat
ELECTRICAL.
Rough
Relnf. Steel
COUNTY OF BUTTE — DEPARTMENT OF PUBLIC
WORKS "
Bond Beam
BUILDING INSPECTION REZORD
FramingTest;:;+�
BUILDING BUILDING (Cont'd)
PLUMBING
Setback
-FifeweFF--
Soil Piping
Forms
AECIFIANICAL
1st Floor
Main Bldg.
Restroom Finish
2nd Floor
Footings
- Windows
3rd Floor
StemwalI
_11ding
To out -
• Slab
Roof Sheathing
Water Piping
Piers
Roofing
Sewer
Garage
Elec. Pedestal
Fixtures
Footings
Xarage-Vents—
Water Htr.
Stemwa I I
Insulation
Heaters
Slab
P.m. fo. pvstm*
Appliances
Carport
p
handicapped
-Confo x.
Gas Piping &Test
Footings
structure
Temp. as
Slab
Final I
Sanitation
alio
i
FIREPLACE
Final
Footin
Masonry Walls
Footin
Throat
ELECTRICAL.
Rough
Relnf. Steel
Final
Fixtures
Bond Beam
FIRES RINKLERS
FramingTest;:;+�
Stucco
Final
Mesh
AECIFIANICAL
Scratch
Heating'•
Brown
Cooling
Pelee
Finligh
Ducts
Interior Lath
Ventilation
Remienent--
Door Closer27.
Final
Final
MOBILItHOME UTILITIES ------------------ Elec- Service
Elec. Pedestal
Water Piping
Sewer
Gas Piping
MQ816EHOME INSTALLATION - - - - - - - - -: - - - - Support
Elec. Continuity
Water Piping
Drainage
Gas Piping
DATE
REMARKS OR CORRECTIONS
(NOTE: An entry must be made on this form each time you visit the job site.)
RESIDENTIAL
ENERGY CONSERVATION STANDARDS
CONSTRUCTION COMPLIANCE CERTIFICATE
THIS IS TO CERTIFY THAT ENERGY CONSERVATION REQUIREMENTS HAVE BEEN
INSTALLED` ,IN CONFORMA.NACg WITH C RREN_T ENERGY CnONSERVATION REGULATIONS
AT
(1 catio )
BUILDING PERMIT N0. �/dam A.P. N0.
THE FOLLOWING HAVE BEEN INSTALLED AS PER APPROVED PLANS:
(Check each item or write N/A if not applicable)
INSULATION:
S
Walls
Ceiling/Roof
Du
Circ
APPROVED HEA Rte?
APPROVED WTR. HT1" "
GLAZING:
S' a
Special (Insulated)
CERT. & LABELED WDS. P
. & SLIDING DRS. 4
WEATHERSTRIPPED DRS.
BAv��TANG
IWERMITT-NTs'YGN4lT4e -9EVICES
CBR-T—.A=RF-h�EANGESo
I DECLARE THAT ALL REQUIRED ITEMS AS NOTED ABOVE HAVE BEEN INSTALLED
IN ACCORDANCE WITH THE ENERGY CONSERVATION REQUIREMENTS AND AGREE TO
THE COMPLETENESS OF THIS CERTIET,�ATE AS SUBMITTED.
mft� 42-
.� .
Insulation Applicator Name
Signature of
Insulation Applicator
lease nlfint
v N. .Sttate Contra&yrs
License No.
General Contractor/Owner Name Zli.4 44%40.
(please print)
Signature of
General Contractor/Owner Date
State Contractors
License No.
THIS CERTIFICATE MUST BE ON FILE WITH THE BUILDING DEPARTMENT PRIOR TO
REQUESTING FINAL INSPECTION AND SHALL'BE POSTED IN A CONSPICUOUS LOCATION
WITHIN THE DWELLING.
. x
COUNTY OF BUTTE ,DEPARTMENT OF PUBLIC WORKS
7 `County Center Drive — Oroville, California 95965
Telep�one,' 534-4541
APPLICATION AND PERMIT Af
Signature of.Permitee or Agent
BY Date 7—«— 7 cl
Receipt No.
White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant BU ding permit expires Date -7 -26
BUILDING
Owner IG /�_ 4,6 7-0k,,
SQ. FT. OCC. BUILDING VALUATION
15- d
Mailing Address & -7 tt*6 �GOy�
-3Z
Tele hone No.
Contractor
Mailing Address
Fireplace
Total Valuation ] Z
Telephone No.
Permit Fee
Building Address _
d'S6G
Plan Checking Fee &/or Penalty
Permit Fee d
PLUMBING No.1 @ FEE
PERMIT FILING FEE J$3.00
Each Trap 1.50
Repair drainage or vent piping 1.50
A. P. No.Water
/—✓C� ��Z
Zoning 8 Planning
piping 1.50
Each gas water heater or vent 1.50
F6e.ce
VLe i ti n Fire Dept.
Fire Zone
Use Permit
Gas piping system 1 - 5 outlets 1.50
EQA
Park)ng Parcel
Plans Declaration
Parcel Map
60' R/W
Improvements
Each additional outlet .30
Building sewer 5.00
��
Bldg. Plans Recd
Parcel A roval
Plans'Approval
Lawn sprinkler system 2.00
NEW ❑ ADDITION UTILITIES ❑ OTHER ❑
permit Fee $
$
12 dGp-t/
ELECTRICAL No. @ FEE
1$3.00
PERMIT FILING FEE 1,08
Main service 600V OR LESS
100 AMP OR LESS 5.00
Single Family Duplex ❑ Mobil Home ❑ Others ❑
Main service EA. ADD'L 100 AMP 2.50
Main service OVER 600V 25.00
100 AMP OR LESS
Main service EA. ADD'L 100 AMP 1.00
NEW CONST. DWELLIG OC Y
OR A.D.S. ACC, BLDGS.N120 sq ft v
CONTRACTORS LICENSE LAW
I am licensed under the provisions of Chapter 9. Div. 3, of the
( State of California Business & Professions Code under the name
style of:
NEW CONSTR BRANCH CIRCUITS)
NON-RESID (MULTI BRANCH CIRCUITS) 2.50ea
NEW CONSTR. (POWER APPARATUS .&
NON-RESID. SINGLE OUTLET CIR.
Ex. Occup{OUTLETS OR FIXTIIPES BAL
AL @1
FIXED APP LNS. OR
Ex. Occup. (OUT LETS (RESID,) EA) 2.00
Temporary service 10.00
Mobile Home Facilities 15.00
License No. Classification
Misc. Wiring 6.25
® I am exempt from the Contractors License Laws of the State of California.
Permit Fee $ 8,'7 ()
$
WORKMEN'S COMPENSATION INSURANCE
1 am aware of the provisions of Section3700 of the California Labor
Code which requires every employer to be insured against liability
for Workmen's Compensation.
❑I have placed on file with the County of Butte a certificate of
Workmen's Compensation Insurance.
k �I certify that in the performance of the work for which this
permit is issued I shall not employ any person in any manner
so as to become subject to the Workmen's Compensation Laws of
California.
MECHANICAL No. @ FEE
PERMIT FILING FEE $3.00
Heating
/61AS4 6KOZY0 5'xa,r5
Cooling
Ventilation
Hood 1 1 2.00
Permit Fee $
$
I certify that I have read this application and state that the above
information is correct. I agree to comply to all County Ordinances
and State Laws relating to building construction, and hereby
authorize representatives of the County of Butte to enter upon the
above-mentioned property for inspection purposes.
X l ?L,Okn wmyt_ �, 1
Date
Land Development Fee
$
TOTAL PERMIT FEE
$
This permit is hereby issued under the applicable provisions of
the Butte County Code and/or resolutions to do work indicated
above for which fees have been paid.
DIRECTOR OFUBLIC WORKS
Signature of.Permitee or Agent
BY Date 7—«— 7 cl
Receipt No.
White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant BU ding permit expires Date -7 -26
E.H. USE ONLY
Plot Plm Anschad
Floor Plan Anachad
TO: Building Department
FROM: Environmental Health
SUBJECT: Sanitatio Clearance
(om in)03 C --I
Owner' cation AP
Plan Approved for: Sewage Disposal ater Supply: Pjuc Priva Well L--
�Zo W 2�1
Clearance for bedroom
hom
bedroom h m ED
Hold final for:
Final clearance O.K. for:
NOTE: , -
�hL� /
Specialist
8/92
Date