SFD (11057)77305 Loma Vista
11057
y' •v'v`J ' '
Contractor
Cherokee Homes
Address
79-811 Country Club
City Zip
92201
State Lic.
& Classif. B 47E,
Arch.; Engr
Designer
'Address
City
f) LICE
I hereby affirm that I am lic
zip 7 ..
Project Description SSD
Tel::.
.345-6225
City
Lic. #
-5 DO '-
State
Lic. #
ATION "
at 9 (commencing with Section
d my license is in full force and
Sq. Ft. No, No,
Size - 3¢ Stories Units
New ❑ Add ❑ -Alter ❑ Repair ❑ Demolition❑
Permit aces- gat include block walls
—or ;, oo ... • ,
SIGNATURE' r. \ DATE-
•
' OWNER -BUILDER DECLARATION j
I hereby I
No. 11057.
.
P.O. BOX 1504
affirm that am exempt from the Contractors License Law for the following"
r• reason: (Sec. 7031.. 5,Business and Professions Code:, Any, city or. county which requires a '
Building7
Address'
- ® u 7&105 CALLE ESTADO
Loma ta LA QUINTA, CALIFORNIA 92253
L
'
Owner
-. PERMITt
AMOUNT -
the provisions of the Contractor's License. Law, Chapter 9 (commencing with Section 7000) of
-
;
Don
Howard
d .,. •.
•"subjects the applicant to a civil penalty of not more than five hundred dol/ars.($500).--
❑ I,
'Plan Chk. Bal.
Mailing
Const.
`^ 1175.
' Q'
BUILDING: TYPE CONST. -'•
OCC: GRP.. -
Address
% 9-811 ' Country
Club
? •. 1] G ry
provided that' such improvements are not, intended or offered for sale. ff. however, the budding
or improvement is -sold within one year o/ completion, the owner -budder win have the burden..
Electrical t
776.18
+•+
of proving that he did not build or improve for the purpose of sale.) - .,
A.P. Number
,Zi G..I
O 1, as owner of the property, am exclusively contracting with.licensed contractors to coo-
City
.. • B.D
* • 211. 50 -
•
Zip
92261
Tel.
345--6225
Legal Description
T IiLT
•
25.23 -7' OT
Contractor
Cherokee Homes
Address
79-811 Country Club
City Zip
92201
State Lic.
& Classif. B 47E,
Arch.; Engr
Designer
'Address
City
f) LICE
I hereby affirm that I am lic
zip 7 ..
Project Description SSD
Tel::.
.345-6225
City
Lic. #
-5 DO '-
State
Lic. #
ATION "
at 9 (commencing with Section
d my license is in full force and
Sq. Ft. No, No,
Size - 3¢ Stories Units
New ❑ Add ❑ -Alter ❑ Repair ❑ Demolition❑
Permit aces- gat include block walls
—or ;, oo ... • ,
SIGNATURE' r. \ DATE-
' OWNER -BUILDER DECLARATION j
I hereby I
Estimated Valuation
affirm that am exempt from the Contractors License Law for the following"
r• reason: (Sec. 7031.. 5,Business and Professions Code:, Any, city or. county which requires a '
+f 1
1
252, 4 2 • 10 t1
.. ,permit to construct, alter, improve, demolish, , or repair any structure, prior to its issuance also
'
.requires the applicant for such permit to 1716 a signed statement that he is licensed pursuant to
-. PERMITt
AMOUNT -
the provisions of the Contractor's License. Law, Chapter 9 (commencing with Section 7000) of
-
,- .
. Division 3 of the Business and "Professions Code, or that. he is exempt therefrom, and the basis .--•}
for the alleged exemption., Any violation of Section 7031.5 by"any applicant for a permit
tPlan `Chk Dep:..
d .,. •.
•"subjects the applicant to a civil penalty of not more than five hundred dol/ars.($500).--
❑ I,
'Plan Chk. Bal.
as owner of the property, or my employees with wages as their sole compensation; will
^ do the work, and the.structure is'not intended or offered for sale. (Sec. 7044, Buisness and
Const.
`^ 1175.
' Q'
- Professions Code: -The Contractor's License Law does not apply. to an owner. o/ property who
v.a
builds or improves thereon and who does such work himself or through his own employees,
ME?Ch.
? •. 1] G ry
provided that' such improvements are not, intended or offered for sale. ff. however, the budding
or improvement is -sold within one year o/ completion, the owner -budder win have the burden..
Electrical t
776.18
+•+
of proving that he did not build or improve for the purpose of sale.) - .,
,Zi G..I
O 1, as owner of the property, am exclusively contracting with.licensed contractors to coo-
Plumbing
* • 211. 50 -
•
- . struct the project. (Sec. 7044,- Business and Professions Code: The Contractor's License Law
-
'--does not, apply to an owner of property *who builds or improves thereon, and who contracts fora
S.M.I. ' -
• \ ' 17. 71 ,
such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) -
..
Grading
Zit 00
• -.❑ lam exempt under Sec. - B. & P.C.•for this reason'.
.
+ t '
Driveway Enc.
—0--
- `Date Owner
Infrastructure
5679.47 '
_.
Arts -in Ptablit;
WORKERS' COMPENSATION DECLARATION •
r..
' I hereby affirm that I have a certificate of consent to self -insure: or a certificate of
Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.)
;
Policy No. • • :Company
`r
Copy is filed with the city.' ❑ Certified copy is hereby furnished..
TOTAL
-8751.21
CERTIFICATE OF EXEMPTION FROM
WORKERS' COMPENSATION INSURANCE
REMARKS
?rya e etl f
- (This section need not be completed if the permit is for one hundred -dollars (5100) -valuation
-c
` 9 i =• • f- •
, -t:, „ t`i.. .,I ! ; F'f-t.:` ' r i) .k
or less.) - ... - _
I certify that in the performance of the work for which this permit is issued, I shall not
employ any pperson in any manner so as to become subject to the -Workers' Compensation
Laws of California.
' Date Owner
NOTICE TO APPLICANT. If, after making this Certificate of Exemption you' should become
'Compensation.
• ' BY: -
subject to the workers' provisions of the Labor code, you must forthwith
comply with .such provisions or this permit shall be deemed revoked: • •
,ZONE:
;Minimum Setback Distances: -
Front Setback from Center;Line
...
Rear Setback from Rear Prop, Line -
CONSTRUCTION LENDING AGENCY
Side Street Setback from Center Line
I hereby affirm that there is a construction lending agency for the performance of the'' -
work for which this permit is issued. (Sec. 3097, Civil Code.) .
• Side Setback from Property Line
Lender's Name
- -.
Lender's Address
This is a building permit'when properly filled out, signed and validated, and is subject to
'
FINAL DATE
- INSPECTOR
expiration if work thereunder is suspended for 180 days.
_
I certify that I have read this application and state that the above information is correct. ,
' 'I
Issued : b
Y
Date Permit
agree to comply with all city and county ordinances and state laws relating to building
`i
construction, and hereby authorize representatives -of this city to 'enter the above-.
mentioned property for Inspection purposes.
Validated by:
Signature of applicant _ Date
Mailing Address
Validation:
City, State, Zip
CONSTRUCTION ESTIMATE
NO. ELECTRICAL FEES
NO. PLUMBING FEES
1ST FL. SQ. FT. ® $
2ND FL. SQ. FT. ®
POR. SO. FT. ®
GAR. SQ. FT. ®
CAR P. SQ. FT.
WALL SQ. FT. @
SQ FT ®
ESTIMATED CONSTRUCTION VALUATION $
UNI
MOBILEHOME SVC.
POWER OUTLET
YARD SPKLR SYSTEM
BAR SINK
ROOF DRAINS
DRAINAGE PIPING
DRINKING FOUNTAIN.
URINAL
WATER PIPING
NOTE: Not to be used as property tax valuation
STORAGE TANK
FLOOR DRAIN
MECHANICAL FEES
DUCT WORK
WATER SOFTENER
VENT SYSTEM FAN EVAP.000L HOOD
SIGN
WASHER(AUTO)(DISH)
APPLIANCE DRYER
REINF. STEEL
GARBAGE DISPOSAL
FURNACE UNIT WALL FLOOR SUSPENDED
LAUNDRY TRAY
AIR HANDLING UNIT CFM
FINAL INSP.
KITCHEN SINK
ABSORPTION SYSTEM B.T.U.
TEMP USE PERMIT SVC
WATER CLOSET'
COMPRESSOR HP
POLE,TEM/PERM
LAVATORY
HEATING SYSTEM FORCED GRAVITY
AMPERES SERV ENT
SHOWER
BOILER. B.T.U.
SO. FT. ® c
BATH TUB
SO. FT. ® c
WATER HEATER
MAX. HEATER OUTPUT, B.T.U.
SO. FT. RESID ® 1+/. c
SEWAGE DISPOSAL
FIRE ZONE ROOFING
SQ.FT.GAR ® 3/ic
HOUSE SEWER
FIREPLACE
GAS PIPING
PERMIT FEE
PERMIT FEE
PERMIT FEE
DBL
TOTAL FEES
MICRO FEE
MECH.FEE PLCK.FEE
CONST. FEE ELECT. FEE
SMI FEE PLUMB. FEE
STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR
SETBACK[ G
l
GROUND PLUMBING UNDERGROUND
A.C. UNIT
COLL. AREA
SLAB GRADE
ROUGH PLUMB. BONDING
HEATING (ROUGH)
STORAGE TANK
FORMS
SEWER OR SEPTIC TANK ROUGH WIRING
DUCT WORK
ROCK STORAGE
FOUND. REINF.
GAS (ROUGH) l? METER LOOP
HEATING (FINAL)
OTHER APPJEOUIP.
REINF. STEEL
GAS (FINAL) TEMP. POLE
GROUT
WATER HEATER SERVICE
FINAL INSP.
BOND BEAM
WATER SYSTEM
GRADING
cu. yd.
$ plus x$
_$
LUMBER GR.
FINAL INSP.
((
FRAMING q l/ Oj
v ` r412ibiQ
FINAL INSP.
ROOFING(/
ll
P, up /a n `
c VdL
REMARKS:
VENTILATION
FIRE ZONE ROOFING
FIREPLACE
SPARK ARRESTOR
GAR. FIREWALL
RING Q
MESH
INSULATION/SOUND
FINISH GRADING
FINAL INSPECTION/
c
CERT. OCC.
FENCE FINAL
INSPECTOR'S SIGNATURES/INITIALS
GARDEN WALL FINAL
P.O. BOX 1504 APPLICATION ONLY
Building 7 3 0.- _ ; OM,4 78-105 CALLS ESTADOR NIA
92
• Address , A QUINTA, CALIFORNIA 92253 ,
Owner
BUILDING: TYPE CONST.,OCC. GRP:
Mailing "
Address
F City Zip Tel. _
Legal Description L _ -•
Con racfoy Project Description
` City... _ .. ZI._
- o
State Lic. ' City _ M`
& Classif. Lic. # Sq. Ft. y No. No. Dw.
t Size i Stories Units '
,___Arch .•Engr: „... _ .
Designer : fG New ❑ Add- ❑ Alter ❑- - Repair ❑ Demolition.❑ g
Address Tel.
City -
_
.tate
j
JZip
Lic. # .
LICENSED CONTRACT0 S CLARATIO.N_ •. . -,.
-
..
I hereb ff" irm that I am/licensed unde`r pro,• ion of Chapter 9'(commencing with Section
7000)
_
of iv'sion 3 of ttfe Business anProf sio Code, and license is in full'force and'
effect:-
r
\
• SGNATU DATE-
' _ OWNEKBUIIAER DECLARATION -'
Estimated Valuation
I'hereby affirm that I am exempt from the Contractors License Law for Ihe-following
reason: (Sec. 7031.5,Business.. and Professions Code: Any city. or county which requires a
"
permit to construct, atter, Improve, demolish, or repair any structure, prior.to Its issuance also _
requires the applicant for such to file that he Is licensed
-PERMIT
permit a signed statement pursuant to
-
•- - ----- - --AMOUNT
the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of
Division 301 the Business and Professions Code, or that. he is exempt therefrom, and the basis
for the 'alleged Any Section 'any
- Plan Chk. Dep.--
- exemption. violation of .7031.5 by applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars ($500).
-
0 1, as owner of the property, or my employees with wages as their sole compensation, will
Plan Chk. Bal.
-do the work, and the structure is not intended or offered for sale. (Sec.' 7044, Buisness and
Const.
Professions Code: The Contractor's License Law does not apply to an owner of property who
builds or Improves thereon and who does such work himself or through his own employees--,
Mech. --
- '• -- •'
provided that such improvements- are not intended or offered for sale. If, however, the building
or Improvement is sold within one year of completion, the owner -builder will have the burden
Electrical
of proving that he did not build, or improve for the purpose of sale.) - . _ - - _ _ _
^
d
O I, as owner of the property, am exclusively contracting with licensed contractors to con-
Plumbing
struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law
does not apply to an owner of property ,who builds or Improves thereon, and-who'contracts for
S•M•l. --'
- ---• - - ' •' .- _ _ __
such projects with a contractor(s) licensed pursuant to the Contractor's License Law.)
t
Grading
❑-I am exempt under Sec. - B. & P.C.- for this reason
- - -
Driveway Enc.
Date Owner
-Infrastructure
WORKERS' COMPENSATION DECLARATION
I hereby affirm that I have a certificate of consent to self -insure, or a certificate.of
Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.)
.Policy No. Company -
0,1 _ _
V j qy • v•w
4 W* H_ i T r L i -250 00---
O Copy is filed with the city. O Certified copy is hereby furnished.
_
TOTAL
CERTIFICATE OF EXEMPTION FROM
REMARKS
' a -
WORKERS' COMPENSATION INSURANCE
(This section • need not be completed if the permit is for one hundred dollars ($100) valuation
-
or less.)
- I certify that in the performance of the work for which this permit is issued, I shall not
employ any person in any manner so as to become• -subject to the Workers' Compensation
Laws of California..
---
Date Owner
NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become
ZONE:
BY:
subject to the Workers' Compensation provisions of the Labor Code, you must forthwith
comply with such provisions or this permit shall be deemed revoked.
Minimum Setback Distances:-
Front -Setback from,Center.Line _
Rear Setback from Rear Prop. Line — -
- CONSTRUCTION LENDING AGENCY
Side Street Setback from Center Line
I hereby affirm that there is a construction lending agency for the performance of the
- -
work for which this permit is issued. (Sec. 3097, Civil code.).
Side Setback from Property Line
Lender's 'Name
t
Lender's Address
FINAL DATE
INSPECTOR
- This is a building permit when properly filled out, signed and validated, and is subject to
expiration if work thereunder is suspended for 180 days.
- - - -
I certify that 1 -have read this application and state that the Labove information is correct.
Issued by:
Date Permit
I agree to comply with all city and county ordinances and state laws relating to building '
-construction,-and hereby authorize representatives -of thisIcity to enter the above-.
mentioned property for inspection purposes.
Validated by:
i
w
Signature of applicant Date
.Mailing Address — -
Validation: -
City, State, Zip
- -- + - - - - -
BUILDING DIVISION
CONSTRUCTION ESTIMATE
NO. ELECTRICAL FEES
NO. PLUMBING FEES
1ST FL. SO. FT. ® $
2ND FL. SQ. FT.
POR. SQ. FT. ®
GAR. SQ. FT. ®
CAR P. SO. FT. @
WALL SO. FT. ®
SO. FT. ®
ESTIMATED CONSTRUCTION VALUATION $
UNITS
MOBILEHOME SVC.
POWER OUTLET
YARD SPKLR SYSTEM
BAR SINK
ROOF DRAINS
DRAINAGE PIPING
DRINKING FOUNTAIN
URINAL
WATER PIPING
NOTE: Not to be used as property tax valuation
BONDING
FLOOR DRAIN
MECHANICAL FEES
FORMS
WATER SOFTENER
VENT SYSTEM FAN EVAP.COOL HOOD
SIGN
WASHER(AUTO)(DISH)
APPLIANCE DRYER
GAS (ROUGH)
GARBAGE DISPOSAL
FURNACE UNIT WALL FLOOR SUSPENDED
OTHER APPJEQUIP.
LAUNDRYTRAY
AIR HANDLING UNIT CFM
TEMP. POLE
KITCHEN SINK
ABSORPTION SYSTEM. B.T.U.
TEMP USE PERMIT SVC
WATER CLOSET
COMPRESSOR HP
POLE, TEMIPERM
LAVATORY
HEATING SYSTEM FORCED GRAVITY
AMPERES SERV ENT
SHOWER
BOILER B.T.U.
SQ. FT. ® c
BATH TUB
SQ. FT. ® c
WATER HEATER
MAX. HEATER OUTPUT, B.T.U.
SO. FT. RESID ® 11/4 c
SEWAGE DISPOSAL
SQ.FT.GAR ® 3/ac
HOUSE SEWER
REMARKS:
GAS PIPING
PERMIT FEE
PERMIT FEE
PERMIT FEE
DBL
TOTAL FEES
MICRO FEE
MECH.FEE PL.CK.FEE
CONST. FEE ELECT. FEE
SMI FEE PLUMB. FEE
STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR
SETBACK
GROUND PLUMBING
UNDERGROUND
A.C. UNIT
COLL. AREA
SLAB GRADE
ROUGH PLUMB.
BONDING
HEATING (ROUGH)
STORAGE TANK
FORMS
SEWER OR SEPTIC TANK
ROUGH WIRING
DUCT WORK
ROCK STORAGE
FOUND. REINF.
GAS (ROUGH)
METER LOOP
HEATING (FINAL)
OTHER APPJEQUIP.
REINF. STEEL
GAS (FINAL)
TEMP. POLE
GROUT
WATER HEATER
SERVICE
FINAL INSP.
BOND BEAM
WATER SYSTEM
GRADING
cu. yd.
$ -Plus-X$-=$
LUMBER GR.
FINAL INSP.
FRAMING
FINAL INSP.
ROOFING
REMARKS:
VENTILATION
FIRE ZONE ROOFING
FIREPLACE
SPARK ARRESTOR
GAR. FIREWALL
LATHING
MESH
INSULATIONISOUND
FINISH GRADING
FINAL INSPECTION
CERT. OCC.
FENCE FINAL
INSPECTOR'S SIGNATURESIINITIALS
GARDEN WALL FINAL
DESERT SANDS UNIFIED SCHOOL DISTRICT
82-879 Highway 111
NOTICE: Indio, CA 92201
Document Cannot Be Duplicated (619) 347-8631
Date 6/5/92 Type of Permit I La Quinta
No. 11458 Permit #
Owner Name Cherokee Log #
No. 77305 street Loma Vista
city La Quinta zip 92253 Study Area 121
APN # I Tract # I Lot # Square Footage 1 3589
Type of Development Single Family Residence No. of units
Comments
At the present time, the Desert Sands Unified School District does not collect fees on
garages/carports, covered patios/walkways, residential additions under 500 square feet,
detached accessory structures or replacement mobilehomes. It has been determined
the above-named owner is exempt from paying school fees at this time due to the
following reason:
EXEMPTION NOT APPLICABLE
This certifies that school facility fees imposed pursuant to Government Code 53080
in the amount of 11.58 1X1&589 lor$5,670.62 have been paid to D.S.0 S.D. for
the property listed above and that building permits and/or Certificates of Occupancy for
this square footage in this proposed project may now be issued.
Fees Paid By Cherokee Homes
Name on the check
Telephone 34.5-6225
By James E. Lively
Assistant Superintendent, Business Services.
Fee collected /exempted by Shelley D. Bennett;` j
Payment Rece%vec? -i :.
Signature i-1 -Check Nfl. qc
en
Collector: Attach a copy of county or city plan check application form to district copy or alla: _waive
Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting
I
fZZMW
A -W
'k
OF
ON of '14a (Quinta.
in '
* b
u*tb�$afjo' � 341*11-theith
t tn� an
This Certificate issued pursuant to the requirements of Section 306 of the Uniform Building:
Code certifying that at the time of issuance this structure was in compliance with the various
ordinances of the City regulating building construction or use. For the following:
BUILDING ADDRESS -77-305 Loma Vista
Use Classification Single Family Dwelling Bldg. Permit No. 11057
Group R3 - Type Construction VN Fire Zone Use Zone SR
Owner of Building Don Howard Address 79-811 Country Club Drive
City RPrmurla niinp-q- CA By: Lonnie Day
0—Date; January 21, 1993
Building Official
POST IN A CONSPICUOUS PLACE
z
SHEET 1
CASS ROGERS -- CIVI.T. ENGINEER CONsuLTANT
875 'TAMARISK ROAD,. PALMY SPRINGS, Cel 92262 PHONE: (619) 323-8007
"STRUCTU,RAL CALCULATIONS
LATERAL ANALYSIS FOR WIND AND SEISMIC.FORCES, INCLUDING OVERTURNING FOR
FOUNDATIONS•
CLIENT: PETER MINISTRELLI DEVELOPMENT
74-900 HIGHWAY 111, SUITE 113•
INDIAN WELLS, CA 92210
PHONE: (619) 773-9888
SITE
LOCATION: MOUNTAIN SHADOW DRIVE
LA QUINTA, CA 92253
LEGAL i Q dpi E: �fpDESCRIPTION: LOT 4 Al,q
ASSESSOR'S 4, V. Ncm
,..�
PARCEL NO: N0. 37112
Exp. 6-30-92
DESIGN FOR LATERAL FORCES: ,4TE I V 1 `�0��\Q'
F CAL
SEISMIC: .(ZONE 4).
V - ZX I'x C x W
RW -
= 9.4 x l x 2.75 x W
6
0.1833 W
WIND: (70 MPH)
P CexCgxgsxI
=.,1.2 x 1.3 x 13 x 1
20.3 PSF
CASSIE R., ROGERS,. R..C.Ef 37112 (EXP 6-3.0-92) DATE
FOR SHEETS THROUGH
SHEET Z
BUILDING WEIGHTS
TILE ROOF WITH CEILING
TILE ROOF
WITH STUCCO SOFFIT .
TILE 10.0
PSF
•TILE
10.0
PSF
SHEATHING. 2.0-PSF
SHEATHING
2.0,PSF
FRAMING 4.0
PSF
FRAMING
5.0
PSF
INSULATION 1.0
PSF
STUCCO
12.0
PSF
. GYPSUM BOARD 2.0
PSF
MISC-
1..0
PSF
MISC 1.0
PSF
TOTAL
30.0.
PSV
TOTAL .= 20.0
PSF
TILE ROOF.ONLY/OVERHANG
TILE 10.0
PSF
SHEATHING' 2.0
PSF
FRAMING- 3.0
PSF
TOTAL 15.0
PSF
EXTERIOR .WALL - STUCCO
INTERIOR WALL
STUCCO 12.0
PSF
GYP BD/PL
BOTH SIDE'4.:0.PSF
FRAMING •3.0
PSF
FRAMING
2.0
PSF
INSULATION .1.,0
PSF
TOTAL.=
6.0
PSF
GYPSUM BOARD 2.0
PSF.
TOTAL 18.0
PSF
HOLDOWN SCHEDULE
SHEET 2
BOLT -TYPE
HOLDOWNS
SIMPSON
BOLT MIN
CONNECT
ALLOWABLE
MODEL NO
SIZE Do
TO (MIN)
TENSION
HD2A
5/8" DIA 12"
1 STUD (.1 1/21"MIN)
1,970 LBS
2 STUDS (3" MIN)
3,27.0 LBS
4 x POST (3 1/2" MIN)
3,300 LBS
HD5A
3/4" DIA 14"
2 STUDS (3" MIN)
4,385 LBS
POST (3 1/2" MIN)
4-,670 LBS.
HD7A
1 1/8" DIA 19"
2 STUDS (3" MIN)
7,570 LBS
4 x POST (3 1/211. MIN)
8,950, LBS
.6 x POST -(5 1/2" MIN)
9,555 LBS
HD20A
1 1/4" DIA 26"
4 X POST (3 1/2" MIN)
13,380 LBS -
6 x POST. (5 1/2" MIN)*
15,040 LBS
CAST IN -CONCRETE -TYPE HOLDOWNS
SIMPSON
MINIMUM
ALLOWABLE
MODEL NO
EMBEDMENT
TENSION
PAHD42
6" DEEP'.x 6"
CLR 2,385 LBS
EDGE INSTALLED
MPAHD
8" DEEP x 7"
CLR 2,760 LBS
"
HPAHD22
10" DEEP x 6.1/411.
CLR _ 4,275 LBS
PA18
4"
2,130 LBS
INSTALLED 5"
PA23
4"
3,200 LBS
CLEAR OF EDGE
PA28
4"
3,575 LBS
of "
PA35
4"
3,575 LBS
of "
HPA28
6"
4,320 LBS
". "
HPA35
8 1/4"
5,220 LBS
of
SEE SIMPSON CATALOGUE FOR INSTALLATION
REQUIREMENTS OF ALL HOLDOWNS
FOUNDATION
BOLT SHEAR VALUES
FOR USE WITH 1 1/2"'PTDF
SILL PLATE
BOLT
PARALLEL.
PERPENDICULAR
SIZE
TO GRAIN
TO GRAIN
1/2" DIA
841 LBS
565 LBS
. 5/8" DIA
1,264 LBS
645 LBS.
3/4" DIA
1,699 LBS
718 LBS
'7/8" DIA
21101 LBS
791 LBS
1" DIA
21467 LBS
864 LBS
'
. NOTE_: A.3/4" DIA BOLT MAY BE USED IN PLACE OF 2 EACH
f
1/2" DIA BOLTS -..'
SHEET 3
OVERTURNING CALCULATIONS -PANEL NO:
1
INPUTS
SEISMIC &
WIND ANALYSIS -WALL NO:
1
= 4.5 FT
ROOF 20.0 PSF
EFFECTIVE
SHEARWALL=20.50 LF
= 10.0 FT
SEISMIC
C.= 0.1833
ITEM
LOADS.
WIDTH/HEIGHT
0.00 FT
LENGTH
ROOF -1
20.0 PSF.
14.00
FT
31.00 FT
OVERHANG
30.0 PSF
1.50
FT`.
62.00 FT
EXT -WALL
18.0 PSF
4.50
FT
59.00 LF
INT WALL
6.0 PSF
5.00
FT
25.00 LF
WIND -LOAD
20.3 PSF
10.00
FT
14.00 FT
SEISMIC SHEAR = 152.0 PLF
WIND SHEAR=
.138.6 PLF
USE TYPE;I SHEARWALL, ALLOWABLE= 18 0
PLF
ITEM LOADS
SHEET 3
OVERTURNING CALCULATIONS -PANEL NO:
1
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH.
= 4.5 FT
ROOF 20.0 PSF
5.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG .30.0 PSF_
1.50 FT
PANEL.LOAD
152.0 LBS/FT
FLOOR '0.0 PSF
0.00 FT
ADDNL DL-PNL END
= 500 LBS
WALL 18.0 PSF
10.00 FT
ADDNL DL -FTG END
=1,000 LBS
FOOTING WGT
= 220 LBS/FT
BOLT.SIZE
_ '0.50 IN. DIA'
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
= 0.0 FT -KIPS.
NO BOLTS PER.PANEL 0.8 -
HD -TENSION
= 707 LBS,
MAX.BOLT SPACING
=.5.5.FT O.C.
USE SIMPSON ��f%D 2 S'Tlips,
OVERTURNING CALCULATIONS -PANEL NO:
1
INPUTS
ITEM LOADS
TRIB.WIDTH/HGT
PANEL WIDTH "
= 5.0 FT
ROOF 20.0 PSF
'5..00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
= 152.0,LBS/FT
FLOOR 0.0 PSF,
0.00 FT.
ADDNL DL-PNL END
500 LBS
WALL 18.0 PSF
10.00 FT
ADDNL DL -FTG END
=1,000 LBS
FOOTING WGT
= 220 LBS/FT.
BOLT SIZE
0.50 .IN DIA
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
_ 84.1' LBS
FTG MOMENT
0.0 FT -KIPS
NO BOLTS PER PANEL = 0.9
HD TENSION
_ 654 LBS,
MAX BOLT SPACING
= 5.5 FT O.C.
USE' SIMPSON
OVERTURNING CALCULATIONS -PANEL NO:
1
INPUTS
ITEM LOADS
TRIB WIDTH_/HGT
PANEL WIDTH
= 11.0 FT
ROOF 20.0 PSF
7.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
= 152.0 LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL DL-PNL END
= 500 LBS
WALL 18.0 PSF.
10.00 FT
ADDNL DL -FTG END
=1,000 LBS
FOOTING WGT
= 220 LBS/FT
BOLT SIZE
0.50 IN DIA
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
0.0.FT-KIPS.
NO BOLTS PER PANEL 2.0
HD TENSION
= 0 LBS,
MAX BOLT SPACING
5..5 FT O.C.-
TENSION IS. LESS
THAN 500 LBS, HOLDOWN NOT REQUIRED.
SHEET 4
SEISMIC &WIND ANALYSIS -WALL NO: 2
EFFECTIVE
SHEARWALL=
3.50 LF
SEISMIC
C = 0.1833
ITEM,.
LOADS
FT
WIDTH/HEIGHT'
LENGTH
ROOF -1
20.0
PSF
2.00 FT
96.00 FT
OVERHANG
30.0
PSF
1.50 FT
34.00 FT
EXT WALL
18.0
PSF
5.00 FT
37.00 LF
INT WALL
6.0
PSF
5.00 FT
25.06 LF.
OTHER
30.0
PSF
2.00 FT
7.00 FT
WIND LOAD
-20.3
PSF
13.00,FT
2.00 FT
SEISMIC
SHEAR = 516.9
PLF-
WIND SHEAR=
150.8 PLF
USE TYPE B SHEARWALL, ALLOWABLE=PLF
OVERTURNING CALCULATIONS -PANEL NO: 2
INPUTS
ANALYSIS -WALL NO:
3
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH
= 3.5
FT
ROOF 20.0 PSF
22.50 FT
PANEL HEIGHT
= 10.0
FT
OVERHANG .30.0 PSF
1.50 FT
PANEL LOAD
= 516.9
LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL DL-PNL
ENDS= 500
LBS-
WALL 18.0 PSF
10.00 FT
ADDNL.DL-FTG
END =1,000
LBS
WIND SHEAR=
548.1 PLF
FOOTING WGT
=:,220
LBS/FT
BOLT SIZE
_ D.50 IN DIA
DL REDUCTION
= 0.66
ALLOWABLE'SHEAR
= 841 LBS
FTG MOMENT .
= 3.9
FT -KIPS
NO BOLTS PER PANEL = 2.2
HD TENSION
= 4,059
L S,
MAX BOLT SPACING
= 1.6 FT 0. C. :.
USE SIMPSON
'3TYJaS
SEISMIC & WIND
ANALYSIS -WALL NO:
3
ITEM LOADS
EFFECTIVE SHEARWALL= 4.50 LF
SEISMIC
C = 0.1833
ITEM
LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1-
20.0 PSF
12.00 FT
29.00 FT
OVERHANG
30.0 PSF
1.50 FT
-56.00 FT
EXT WALL
18.0 PSF
5.00 FT
53.00 LF
WIND LOAD
20.3 PSF
9.00 FT
13.50 FT
SEISMIC SHEAR = 580.5 PLF
WIND SHEAR=
548.1 PLF
USE TYPE I-
SHEARWALL,. ALLOWABLE= aOO PLF
LBS/FT
OVERTURNING CALCULATIONS -PANEL NO: 3
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL.WIDTH
= 1.5
FT
ROOF 20.0-PSF
4.00 FT
PANEL HEIGHT
= 8.0
FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
= 580.5
LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL DL-PNL
END = 500
LBS
WALL 18.0 PSF
10.00 FT
ADDNL DL -FTG
END =1,000
LBS
FOOTING WGT
= 220
LBS/FT
BOLT SIZE
0.50 IN DIA
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
841 LBS
FTG MOMENT
= 2.0
FT -KIPS
NO BOLTS PER PANEL = 1.0
HD TENSION
= 4,163
LBS,
MAX BOLT SPACING
= 1.4 FT O.C.
USE SIMPSON
SEL BEAov� C'ALCtJC. A T/OiIJ LCJ B-- /
0
Owl
5
OVERTURNING CALCULATIONS -PANEL 90:
4
f
SHEET
SEISMIC & WIND ANALYSIS -WALL NO: 4
TRIB WIDTH/HGT
PANEL WIDTH
EFFECTIVE SHEARWALL=20.00 LF
SEISMIC
C = 0.1833
ITEM LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1 20.0 PSF
19.00 FT
94.00 FT
OVERHANG 30.0 PSF
1.50 FT
42.00 FT
EXT WALL 18.0 PSF
5.00 FT
39.00 LF
INT WALL 6.0 PSF
5.00 FT
.100.00 LF
WIND LOAD 20.3 PSF
13.50 FT
18.00 FT
SEISMIC SHEAR = 404.4 PLF
WIND SHEAR=
246.6 PLF
USE TYPE.6 SHEARWALL, ALLOWABLE= ,$"- PLF
= 220
OVERTURNING CALCULATIONS -PANEL NO:
4
= 0.50 IN DIA
INPUTS
ITEM LOADS TRIB WIDTH/HGT
PANEL WIDTH = 5.0 FT
ROOF 20.0
PSF 4.00 FT
PANEL HEIGHT = 10.0 FT
OVERHANG 0.0
PSF 0.00 FT
PANEL LOAD = 404..'4 LBS/FT
FLOOR 0.0
PSF 0.00 FT
ADDNL'DL-PNL END =. 250 LBS
WALL. 6.0
PSF 10.00 FT
ADDNL DL -FTG END =1,000 LBS'
7
FOOTING WGT = 220 LBS/FT
BOLT SIZE
= 0.50 IN DIA
DL REDUCTION = 0.66
ALLOWABLE SHEAR = 841 LBS
FTG MOMENT _. 4.0 -FT -KIPS
NO BOLTS PER
PANEL = 2.4
HD TENSION = 3,648S,
F.-
MAX BOLT SPACING = 2.1 FT O.C.
USE SIMPSON
PANEL WIDTH
.
Owl
5
OVERTURNING CALCULATIONS -PANEL 90:
4
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH
= 8.5
FT
ROOF 20.0 PSF
' 4.00 FT
PANEL HEIGHT
10.0
FT
OVERHANG 0.0 PSF
0.00 FT*
PANEL LOAD
404.4
LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL DL-PNL END
= 250
LBS
WALL '6.0 PSF
10.00 FT
ADDNL DL -FTG END
=1,000
LBS
FOOTING WGT
= 220
LBS/FT
BOLT SIZE
= 0.50 IN DIA
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
= 4.0
FT -KIPS
NO BOLTS PER PANEL 4.1
HD TENSION
= 3,486
BS,
MAX BOLT SPACING
= 2.1 FT O.C.
USE SIMPSON
7
OVERTURNING CALCULATIONS
-PANEL NO:
4
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH
= 6.5
FT
ROOF 20.0-PSF
15.00 FT
PANEL HEIGHT
= 10.0
FT
OVERHANG 0.0 PSF
0.00 FT.
PANEL LOAD -
= 404.4
LBS/FT
FLOOR 0:0 PSF
0.60 -FT
ADDNL DL-PNL END
= '250
LBS
WALL 6.0 PSF
10.00 FT
ADDNL DL -FTG END
=1,000.
LBS
FOOTING WGT
= 220
LBS/FT
BOLT SIZE
= 0.50.IN DIA
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
= 2.7
FT -KIPS
NO BOLTS PER PANEL = 3.1
HD TENSION
= 3,106
BS,
MAX BOLT SPACING
= 2.1 FT-O.C.
USE SIMPSON
SHEET `W
SEISMIC & WIND ANALYSIS-WALL NO: 5
EFFECTIVE SHEARWALL=19:50 LF
SEISMIC C ='0.1833
• ITEM LOADS
WIDTH/HEIGHT
LENGTH
ROOF-1 20.0 PSF
13.00 FT
7.4.00 FT
ROOF-2 30.0 PSF
10.00 FT
16.00 FT
OVERHANG 30.0 PSF
1.50 FT -.32.00
FT
EXT WALL 18.0 PSF
5.00 FT
60.;00 LF
INT WALL: 6.0 PSF
5.00 FT
50.00 LF
WIND LOAD 20.3 PSF
14.00 FT
13.00 FT
SEISMIC SHEAR = 304.4 PLF
WIND SHEAR= 189.5
P•LF
USE TYPESHEARWALL, .ALLOWABLE= $S? PLF
OVERTURNING CALCULATIONS-PANEL NO:
5
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH = 7.0 FT
ROOF 20.0-PSF
4.00 FT
PANEL HEIGHT = 10,0'FT
OVERHANG 0.0 PSF
0.00 FT
PANEL-LOAD 304.4 LBS/FT
FLOOR 0.0 PSF
' 0.00 FT
ADDNL.DL-PNL END 250 LBS
WALL 6.0.PSF
10.00 FT
ADDNL DL-FTG END =1,000 LBS
FOOTING"WGT = 220 LBS/FT
BOLT SIZE
= 0.50 IN DIA•
DL REDUCTION _. 0.66
ALLOWABLE"SHEAR
= 841 LBS
FTG MOMENT _ 0.8 FT-KIPS
NO BOLTS PER PANEL = 2.5
" -HD TENSION = 2,555 LBS,
MAX BOLT SPACING
= 2.8 FT 0. C..
USE SIMPSON11i?_9,yD2Z 2 sinavS.
OVERTURNING CALCULATIONS-PANEL NO:
5
INPUTS A•
ITEM LOADS.
TRIB WIDTH/HGT
PANEL WIDTH = 12.5 FT:
ROOF 20:0 PSF
4.00 FT
PANEL HEIGHT = 10.0 FT
OVERHANG '0.O PSF
0.00 FT
PANEL LOAD = 304.4-L9S/FT
FLOOR 0.0 PSF
0=.00 FT
ADDNL DL-PNL END = 250 LBS
WALL 6.0,PSF'
10.00 FT
DL-,FTG
ADDNL DL-FTG END =1,000 LBS
FOOTING = 220 LBS/FT
BOLT SIZE
= 0.50 IN DIA
DL.REDUCTION = 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT.' = 0.0 FT-KIPS
NO BOLTS PER PANEL = 4.5
HD TENSION ;• 2,301 LBS,
MAX BOLT SPACING
2.8 FT-O.C.
USE SIMPSON fiPA 6ih7-Z
SEISMIC & WIND ANALYSIS -WALL, NO: 6
EFFECTIVE
SHEARWALL= 6.00
LF SEISMIC
C = 0.1833
ITEM
LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1
.20.0 PSF
9.00 FT
40.00 FT
ROOF -2
30.0 PSF
9.00 FT
30.00 FT
OVERHANG
30.0 PSF
1.50 .FT
18..00 FT
EXT WALL
18.0 PSF
5.00 FT
30.00 LF
INT WALL
6.0 PSF
5.00 FT
25.00 LF
WIND LOAD
20.3 PSF
14.00 FT
9.00 FT
.SEISMIC
SHEAR = 597.6
PLF WINQ SHEAR=
426..3 PLF
USE. TYPE
r SHEARWALL,
ALLOWABLE=PLF
= 4,077 L S,
OVERTURNING CALCULATIONS -PANEL NO:
INPUTS
PANEL WIDTH =
6.0
FT
PANEL HEIGHT =
10.0
FT
PANEL LOAD
597.6
LBS/FT.
ADDNL DL-PNL END =
500
LBS
ADDNL DL -FTG END =1,000
LBS
FOOTING WGT
220.
LBS/FT'
DL REDUCTION =
0.66
WALL
FTG MOMENT =
9.5
FT -KIPS
HD TENSION -
5, 68
LBS,
USE SIMPSON.
10.00 LF
WIND LOAD
SEISMIC & WIND ANALYSIS -WALL NO: 7
SHEET
6
SHEARWALL= 6.75 LF.
SEISMIC
C = 0.1833
ITEM
LOADS
TRIB WIDTH/HGT
ROOF
20.0 PSF
4.00
FT
OVERHANG
0.0 PSF
0.00
FT
FLOOR
0.0 PSF
0._00
FT
WALL
6.0 PSF
10.00
FT
BOLT SIZE = 0.50 IN DIA
ALLOWABLE SHEAR 841 LBS
NO BOLTS PER PANEL = 4.3
MAX BOLT SPACING = 1.4 FT O.C. .
EFFECTIVE
SHEARWALL= 6.75 LF.
SEISMIC
C = 0.1833
ITEM
LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1
20.0 PSF
9.00 FT
24.00 FT
ROOF -2
30.0 PSF
6.00 FT
58.00 FT'
OVERHANG
30.0 PSF
1.50 FT
9.00 FT
EXT.WALL
18.0 PSF
5.00 FT
34.00 LF
INT WALL
6.0 PSF
5.00 FT
10.00 LF
WIND LOAD
20.3 PSF
14.00'FT
9.00 FT
SEISMIC
SHEAR,= 503.1 PLF
WIND SHEAR=
378.9 PLF
USE TYPE__e SHEARWALL, ALLOWABLE= s$ PLF
OVERTURNING CALCULATIONS -PANEL NO:
7
INPUTS
ITEM LOADS
TRIB.WIDTH/HGT
PANEL WIDTH
= 6.8 FT
ROOF 20.0 PSF
2.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
2.00 FT
PANEL LOAD
=503.1 LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL DL-PNL
END = 500 LBS
WALL 18.0 PSF
10.00 FT
ADDNL DL -FTG
END =1,000 LBS
FOOTING WGT
_ 220 LBS/FT
BOLT SIZE
= 0.50 IN DIA
DL REDUCTION
0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
= 6.0 FT -KIPS
NO BOLTS PER PANEL 4.0
HD TENSION
= 4,077 L S,
MAX BOLT SPACING
= 1.7 FT O.C.
USE SIMPSON
SHEET . 9.
SEISMIC & WIND ANALYSIS -WALL. NO: 8
EFFECTIVE SHEARWALL= 3.00 LF
SEISMIC
C 0.18'33
ITEM
LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1
20.0 PSF
5.00.FT�
13.00 FT
ROOF -2
30.0 PSF
5..00 FT
20.00 FT
OVERHANG
30.0 PSF
1.50 FT
36.00 FT
EXT'WALL
18.0 PSF
5.00 FT
20.00 LF
WIND.LOAD
20.3 PSF
12.00 FT
6.50 FT
SEISMIC SHEAR
471.7 PLF
WIND SHEAR=
527.8 PLF
USE TYPE_-SHEARWALL, ALLOWABLE=S�PLF_
OVERTURNING CALCULATIONS -PANEL NO:
8
INPUTS
ITEM LOADS TRIS WIDTH/HGT
PANEL WIDTH
= 1.5 FT
ROOF 2D.0.PSF
2.00 FT.
PANEL HEIGHT
= 6.5 FT
OVERHANG 30.0
PSF 1.50 FT
PANEL LOAD
= 527.8 LBS/FT
FLOOR 0..0
PSF 0.00 FT.
ADDNL DL-PNL END
500 LBS
WALL 18.0
PSF 10.00. FT
ADDNL DL -FTG END
=1,000 LBS
FOOTING WGT.
_ .220 LBS/FT
BOLT SIZE
= 0.50 IN DIA
DL REDUCTION
__ 0.66
ALLOWABLE SHEAR = 841.'LBS
FTG MOMENT
= 1..1 FT -KIPS
NO BOLTS PER
PANEL = 0.9
HD TENSION'.
2,970 LBS,.
MAX BOLT SPACING 1.6 FT O.C..
-USE SIMPSON%iq�Z
S Tl/fJ�
SHEET IO
.SEISMIC & WIND ANALYSIS -WALL NO: 9
EFFECTIVE SHEARWALL=39.50 LF
SEISMIC C =
0.1833
ITEM
LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1
20.0 PSF.
15.00 FT
68.00 FT
OVERHANG
30.0 PSF
1.50 FT 101.00
FT
EXT WALL
18.0 PSF
5.00 FT
98.00 LF
INT WALL
6.0 PSF
5.00 FT •50.00
LF
WIND LOAD
20.3 PSF
10.00 FT
15.00 FT
SEISMIC SHR
= 163.6 PLF
WIND SHEAR= 77.1
PLF
USE TYPE ./5- SHEARWALL, ALLOWABLE= PLF
OVERTURNING CALCULATIONS -PANEL NO:
9
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
'PANEL WIDTH
= 4.5 FT
ROOF 20.0 PSF
7.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0-PSF
1.50 FT
PANEL LOAD
= 163.6 LBS/FT
FLOOR 0;0 PSF
0.00 FT
ADDNL DL-PNL END
500 LBS
WALL 18.0 PSF
10.00 FT'
' ADDNL°DL-FTG END
=1,000 LBS.
FOOTING WGT
= 220 LBS/FT
BOLT SIZE
= 0.50. -IN DIA
DL REDUCTION
- 0.66
'ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
_. 0.0 FT -KIPS
NO BOLTS PER PANEL = 0.9
HD TENSION= 76 LBS,
USE SIMPSON /(% �' �DrI�JDeNSa��
MAX BOLT SP CING = 5. 1. FT O.C.
� ®�e
OVERTURNING CALCULATIONS -PANEL NO:
9
INPUTS
ITEM " LOADS
TRIB WIDTH/HGT
PANEL WIDTH
= 5.5 FT
ROOF 20.0 PSF,
16.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG. 30.*0 PSF
1.50 FT
PANEL LOAD
= 163.6 LBS/FT
FLOOR O.O. PSF.
0.00 FT
ADDNL DL-PNL END
= 500 LBS
WALL 18.0 PSF
10.00 FT
ADDNL DL -FTG -'END
=1,000 LBS
FOOTING WGT
_ 220 LBS/FT
BOLT SIZE .'
=.0.50'IN DIA
DL REDUCTION.
= 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
= 0.0 FT -KIPS
NO BOLTS PER PANEL 1.1
HD TENSION
317 LBS,
MAX BOLT SPACING
5.1 FT O.C.
TENSION IS LESS THAN 500 LBS; HOLDOWN NOT REQUIRED.
OVERTURNING CALCULATIONS -PANEL NO:
9
INPUTS
ITEM LOADS'
TRIB WIDTH/HGT
PANEL WIDTH
= 7.0 FT
ROOF 20.0 PSF
16.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
= 163.6',LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL DL-PNL END
_ 500 LBS
WALL 18..0 PSF
10.00 FT
ADDNL DL -FTG END
=1,000 LBS
FOOTING WGT
= 220 LBS/FT
BOLT SIZE
= 0.50 INDIA
DL REDUCTION
= 0.66
ALLOWABLE'SHEAR
= 841 LBS
FTG MOMENT
= 0.0 FT -KIPS
NO BOLTS PER PANEL
=. 1.4
HD TENSION
_ 48 LBS,
MAX BOLT SPACING
=:5.1 FT O.C.
TENSION IS LESS
THAN 500 LBS,.HOLDOWN NOT REQUIRED.
•
g
OVERTURNING CALCULATIONS-PANEL NO:
9
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH
= 11.0 FT
ROOF .20.0 PSF
16.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
= 163.6 LBS/FT
FLOOR 0:0 PSF
0.00 FT
ADDNL DL-PNL
END = 500 LBS
WALL .18.0 PSF
10.00 FT
ADDNL DL-FTG
END =1,000 LBS
FOOTING WGT,'
_ 220 LBS/FT
BOLT SIZE
= 0.50 IN DIA
DL REDUCTION
= 0:66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
= 0.0 FT-KIPS
-NO BOLTS-PER PANEL =. 2.1
HD TENSION
= 0 LBS,
MAX BOLT SPACING
= 5.1 FT O.C.-
TENSION IS LESS
THAN 500 LBS, HOLDOWN NOT REQUIRED.
OVERTURNING
CALCULATIONS-PANEL NO:
9
INPUTS
ITEM LOADS
TRIB WIDTH/HGT '
PANEL WIDTH
= 11.5 FT
ROOF 20.0 PSF
5.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
= 163.6 LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL DL-PNL
END = 500 LBS
WALL 18.0 PSF.
10.00 FT
ADDNL DL-FTG
END =1,000 LBS
FOOTING WGT
= 220 LBS/FT
BOLT SIZE.
0.50 IN DIA
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
= 0.0 FT-KIPS
NO BOLTS PER PANEL = 2.2
HD TENSION
= 73 LBS,
MAX BOLT SPACING
=.5.1 FT O.C.
TENSION IS LESS THAN 500 LBS, HOLDOWN NOT REQUIRED.
SEISMIC &
WIND ANALYSIS -WALL NO:
10
EFFECTIVE
SHEARWALL=34.50 LF
SEISMIC
C.= 0.1833
ITEM
LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1
20.0 PSF
34.00 FT
50.00 FT
ROOF -2
30.0 PSF
7.50 FT
52.00 FT
OVERHANG
30.0 PSF
1.50 .FT
92.00 FT
EXT WALL
18.0 'PSF
5.00 FT
105.00 LF
INT WALL
6.0 PSF
5.00 FT
100.00 LF
WIND LOAD
20.3 PSF
15.00 FT
34.00 FT
SEISMIC
SHEAR_= 330.9 PLF
WIND SHEAR=
300.1 PLF
USE TYPE
6 SHEARWALL, ALLOWABLE= 'S�S_Z PLF
OVERTURNING CALCULATIONS -PANEL NO:
INPUTS
PANEL WIDTH = 3.0 FT
PANEL HEIGHT = 10.0 FT
PANEL LOAD 330.9 LBS/FT
ADDNL DL-PNL-END = 500 LBS
ADDNL DL -FTG END =1,000 LBS
FOOTING WGT = 220 LBS/FT
DL REDUCTION =..0.66
FTG MOMENT = 1.4 FT -KIPS
HD TENSION = 2,678 BS,
USE' SIMPSON }�P��j02 Z 2- S7
OVERTURNING CALCULATIONS -PANEL NO:
INPUTS
PANEL WIDTH = 5.5 FT
PANEL HEIGHT = 10.0 FT
PANEL LOAD = 330.9 LBS/FT
ADDNL DL-PNL END = 500 LBS
ADDNL DL -FTG -END =1,000 LBS .
-FOOTING WGT = 220 LBS/FT
DL REDUCTION = 0.66
FTG MOMENT = 0.4 FT -KIPS
HD TENSION = 2,281 S,
USE SIMPSON z STU
OVERTURNING CALCULATIONS -PANEL NO:
INPUTS
PANEL WIDTH = 13.0 FT
PANEL HEIGHT = 10.0 FT .
PANEL LOAD = 330.9 LBS/FT
ADDNL DL-PNL END = 250 LBS
ADDNL DL -FTG END,=1,000 LBS
FOOTING WGT 220 LBS/FT
.DL REDUCTION = 0.66
FTG MOMENT 0.0 FT -KIPS
HD TENSION_ = 160 LBS,
USE SIMPSON R,4w>4`1
10
ITEM
ROOF
OVERHANG
FLOOR
WALL
`R,
SHEET /2--
LOADS
Z
LOADS TRIB WIDTH/HGT
20.0 PSF 4.00 FT
30.0 PSF 1.50 FT
0.0 PSF 0.00 FT
18.0 PSF 10.00 FT.
BOLT SIZE 0.50 IN DIA
ALLOWABLE SHEAR = 841 LBS
NO BOLTS PER PANEL= 1.2
MAX BOLT SPACING = 2.5 FT O.C.
ITEM LOADS TRIB WIDTH/HGT
ROOF 20.0 PSF 5.00 FT
OVERHANG 30.0 PSF 3.501T
FLOOR 0.0 PSF 0.00 FT
WALL. 18.0 PSF 10.00' FT
BOLT SIZE = 0.50 IN DIA
ALLOWABLE SHEAR = 841 LBS
NO BOLTS PER PANEL = 2.2
MAX BOLT SPACING = 2.5 FT O.C..
QS
10
ITEM LOADS .. TRIB WIDTH/HGT
ROOF 20.0 PSF 15.00 FT
OVERHANG 0.0 PSF 0.00 FT
FLOOR 0..0 PSF 0.00 FT
WALL 64 PSF 10.00 FT
BOLT SIZE = 0.50 IN DIA
ALLOWABLE SHEAR = 841. LBS
NO BOLTS PER PANEL 5.1
MAX BOLT SPACING = 2.5 -FT O.C.
SEISMIC & WIND`ANALYSIS -WALL. NO: 11
SHEET I3
EFFECTIVE SHEARWALL=24.50 LF
SEISMIC C =
0.1833
ITEM
LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1
.20.0 PSF
32.50 FT
40.00 FT
ROOF -2
30.0 PSF
15.00 FT
36.00 FT
OVERHANG
30.0 PSF
1.50 -FT
48.00 FT
.EXT WALL
18.0 PSF
5.00 FT 100.00
LF
INT WALL
6.0 PSF
5.00 FT
50:00 LF
WIND LOAD
20.3 PSF
15.00 FT
32.50 FT
SEISMIC SHEAR
410.4 PLF
WIND SHEAR= 403.9
PLF
USE TYPE_ig SHEARWALL, ALLOWABLE= PLF
OVERTURNING CALCULATIONS -PANEL NO:
11
INPUTS.
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH
11.0. FT
ROOF. 20.0 PSF..
14.00 FT
PANEL HEIGHT.
10.0 FT
OVERHANG 0.0 PSF
0.00 FT
PANEL LOAD
= 410.4 LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL.DL-PNL END
= 250 LBS
WALL 6.0 PSF
.10.00 FT
ADDNL DL -FTG END
=1,000 LBS
FOOTING WGT
= 220 LBS/FT
BOLT SIZE
=.0.50 IN DIA
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
= 0.0 FT -KIPS
NO BOLTS PER PANEL = 5.4
HD,
HD TENSION
= 2,705 L S,
MAX BOLT SPACING
= 2.0 FT O.C.
USSIMPSON
OVERTURNING CALCULATIONS -PANEL NO:
11
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH
= 13.5 FT
ROOF 20.0 PSF
14.50 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
= 410.4 LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL DL-PNL END
= 500 LBS
WALL 18.0 PSF
10.00 FT.
ADDNL DL -FTG END
=1,000 LBS
FOOTING.WGT.
= 220 LBS/FT
BOLT SIZE
0.50 IN DIA
DL REDUCTION
= 0.66
ALLOWABLE SHEAR
841 LBS
FTG MOMENT
= 0.0 FT -KIPS
NO BOLTS PER PANEL = 6.6
HD TENSION
= 1,480 BS,
MAX BOLT SPACING
= 2:0`FT O.C.
USE SIMPSONy0,4
j> Z
y
SHEET I¢
SEISMIC & WIND ANALYSIS -WALL NO: 12
EFFECTIVE SHEARWALL=17.00 LF.
SEISMIC C =
0.1833
ITEM
LOADS
WIDTH/HEIGHT
LENGTH
ROOF -1
20.0 PSF
14.50 FT
35.00 -FT
ROOF -2
30.0 PSF
5.00 FT
10.00 FT
OVERHANG
30.0 PSF
1.50 FT
70.00 FT
EXT WALL
18.0 PSF
5.00 FT
64..00 LF
INT WALL
6•.0 PSF
5.00 FT
15.00 LF
WIND LOAD
20.3 PSF-
11.00 FT
14.50 FT
SEISMIC SHEAR
= 226.5 PLF
WIND SHEAR= 190.5
PLF
USE TYPE,&_SHEARWALL, ALLOWABLE= S5 Z PLF
OVERTURNING CALCULATIONS -PANEL NO:
12
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL•WIDTH
= 8.0 FT
ROOF 20.0 PSF
14.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
226.5 LBS/FT
FLOOR 6.0 PSF
0.00 FT
ADDNL DL-PNL_END
= 500 LBS
WALL 18.0 PSF
10..00 FT,
ADDNL DL -FTG END
=1,000 LBS
FOOTING WGT
= 220 LBS/FT
BOLT,:SIZE
= .0. 50 INDIA
DL REDUCTION
=.-0.66
ALLOWABLE SHEAR
= 841.LBS
FTG MOMENT
= 0.0 FT -KIPS
NO -BOLTS PER PANEL _, 2.2.
HD TENSION
= 602 LBS,
MAX BOLT SPACING
= 3.7 FT O.C.
USE SIMPSON.
OVERTURNING CALCULATIONS-PANEL.NO:
12
INPUTS
ITEM LOADS
TRIB WIDTH/HGT
PANEL WIDTH
_" 9..0.FT
ROOF 20.0 PSF
4.00 FT
PANEL HEIGHT
= 10.0 FT
OVERHANG 30.0 PSF
1.50 FT
PANEL LOAD
=226.5 LBS/FT
FLOOR 0.0 PSF
0.00 FT
ADDNL:DL-PNL END.=
-500 LBS
WALL 18.0 PSF
10.00 FT
ADDNL DL -FTG END
=1,000 LBS .
FOOTING WGT
= 220 LBS/FT
BOLT SIZE
= 0.50 IN DIA
DL REDUCTION,
_ 0.66
ALLOWABLE SHEAR
= 841 LBS
FTG MOMENT
_ 0.0 FT -KIPS
NO BOLTS PER PANEL = 2.4....
HD TENSION
= 1,030 LBS,
MAX BOLT SPACING
= 3.7 FT O.C.
USE SIMPSON
t ,
WB -1 1 EACH
1 3/4 x
18 MICRO -LAM BEAM
CANTILEVER-PT-LOAD-
ANTILEVER-PT LOAD -
1.75
1.75
x 18 NET SIZE)
CANTILEVER SHEAR
BEAM
LOADS: ITEM
LIVE LOAD DEAD LOAD TRIB
WD/HGT TRIB
LENGTH
SEISMIC/WIND.%600.0
PSF 1.0 PSF 1.00 FT 1.50 FT
SPAN =
8.00 FT
SEC MODULUS= 94.50 IN -3
LL DEFL
= 0.16 IN.
LIVE LOAD =
900 LBS
MOM OF INER= 860.50 IN -4
Allowable
= 0.27 IN
DEAD LOAD =
2 LBS:
MOD OF ELAS= 2.0 E-6'PSI
Ratio
= L/615
BEAM WEIGT=
-0.0 PLF.
MOMENT =7,212 FT -LBS
DL_DEFL = 0.00
TOTAL LOAD=
902 LBS
BENDING FS = 916 PSI
LL+DL DEFL
= 0.16 IN'
HOR SHEAR =
43 PSI
Allowable = 2,800 PSI
Allowable
= 0.40 IN ..
Allowable =
285 PSI
�R-1 902 LBS..
Ratio
= L/614
SHEET
SPECIFICATIONS
1. THESE CALCULATIONS WERE PREPARED FROM DRAWINGS FURNISHED TO THE
ENGINEER. ANY SUBSTITUTIONS OR ADDITIONS NOT SHOWN ON THE DRAWINGS
FURNISHED TO THE ENGINEER SHALL BE THE RESPONSIBILITY OF THE OWNER OR
CONSTRACTOR. THIS REPORT SHALL NOT BE CONSIDERED VALID UNTIL REVIEWED
AND APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY.
2. A PERMIT SHALL BE OBTAINED FROM THE DEPARTMENT OF BUILDING AND SAFETY
PRIOR TO COMMENCEMENT OF CONSTRUCTION.
3. ALL CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING CODE, 1988
EDITION, STATE AND LOCAL ORDINANCES.
4. THE OWNER SHALL BE RESPONSIBLE TO SELECT A CONTRACTOR THAT HAS A WORKING
KNOWLEDGE OF THE UNIFORM BUILDING CODE. THE CONTRACTOR SHALL ALSO BE
RESPONSIBLE TO USE SUB -CONTRACTORS AND CONSTRUCTION PERSONNEL THAT HAVE
A WORKING KNOWLEDGE OF THE UNIFORM BUILDING CODE.
5. ALL SHEARWALLS SHALL BE CONTINUOUS FROM THE FOUNDATION SILL TO THE ROOF
SHEATHING. ADEQUATE SHEAR CONNECTIONS SHALL BE PROVIDED BETWEEN THE
ROOF SHEATHING AND SHEARWALL. ALL PLYWOOD SHEARWALLS SHALL BE BLOCKED
WITH 2 x _ OR 4 x _ BLOCKING. SEE PLYWOOD AND SHEARWALL SCHEDULE FOR
DETAILS.
6. ALL SHEARWALLS SHALL BE SUPPORTED BY A BEARING WALL FOOTING WITH 14 RE -
BAR TOP AND BOTTOM. WHERE OVERTURNING MOMENT OF SHEARWALL EXCEEDS 4.4
FOOT -KIPS, ADDITIONAL RE -BAR SHALL BE ADDED TOP AND BOTTOM TO 10 FEET
BEYOND EACH END OF THE SHEARWALL.
7. SHEARWALLS SHALL BE CONTINUOUS BETWEEN HOLDOWNS, ESPECIALLY THROUGH
CONNECTING WALLS. WHERE NECESSARY, THE SHEAR PANELING SHALL BE
INSTALLED PRIOR TO FRAMING A CONNECTING WALL INTO THE SHEARWALL.
8. THE HORIZONTAL LENGTH OF EACH SHEARWALL SHALL NOT BE LESS THAN SHOWN ON
THE SHEARWALL SCHEMATIC IN THIS REPORT.
9. WHERE HOLDOWNS ARE LOCATED ON WOOD FLOORING WHICH RESTS ON CONCRETE OR
MASONRY FOUNDATION, THE STUDS FOR CONNECTION TO THE HOLDOWNS SHALL
EXTEND THROUGH THE FLOORING TO THE PTDF SILL ON TOP OF THE FOUNDATION.
10. WHERE TWO DIFFERENT LEVELS OCCUR ON THE ROOF STRUCTURE, THESE LEVELS
SHALL BE TIED TOGETHER WITH THE SAME ROOF SHEATHING AND NAILING AS THE
ROOF. IF THE SAME BLOCK FOR THE HORIZONTAL AND VERTICAL SHEATHING IS
USED FOR BOUNDARY NAILING, IT SHALL BE A 4 x 4 MINIMUM. IF DIFFERENT
BLOCKS FOR THE HORIZONTAL AND VERTICAL SHEATHING ARE USED, THEY SHALL
BE TIED TOGETHER WITH 16d NAILS AT 6" O.C. OR SIMPSON A35 - A35F FRAMING
ANCHORS AT 24" O.C.
11. NAILING SHALL CONFORM TO U.B.C. TABLE 25-Q EXCEPT WHERE STRUCTURAL
NAILING IS CALLED FOR ON -PLYWOOD SHEARWALLS, ROOF AND FLOOR SHEATHING.
12. ALL BEAMS AND HEADERS SHALL BE ADEQUATELY CONNECTED TO SUPPORT POSTS BY
USE OF COLUMN CAPS OR HEADER FRAMING. SEE DETAILS PROVIDED IN THE
PLANS OR THIS REPORT.
SHEET '26
13. UNLESS OTHERWISE SPECIFIED, ALL GLU-LAM BEAMS SHALL MEET THE FOLLOWING
SPECIFICATIONS:
CONDITIONS OF USE: DRY
SPECIES: OUTER/CORE = DF/DF
APPLICABLE UBC STANDARD: SYMBOL 24F -V8
STRESS REQUIREMENTS Fb 2,400 PSI, Fv = 165 PSI
SERVICE TEMPERATURE: LESS THAN 150 DEGREES FAHRENHEIT
14. WHEN 2 OR MORE MICRO -LAM BEAMS ARE USED TO CONSTITUTE A COMPOSITE BEAM,
THEY SHALL BE NAILED TOGETHER IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS. THE FOLLOWING SIZES REQUIRE LATERAL BRACING'ALONG THE
SPAN:
1 EACH 1 3/4" x 7 1/4" to 1 3/4" x 18"
2 EACH 1 3/4" x 16" to 1 3/4" x 18"
3 EACH NOT REQUIRED UP TO 18"
15. ALL SIMPSON STRONG TIE METAL CONNECTORS AND HOLDOWNS SHALL BE USED AS
DIRECTED IN THIS REPORT AND AS SHOWN ON THE PLANS. ANY SUBSTITUTIONS
USED MUST HAVE THE IDENTICAL STRENGTH VALUE OR BETTER'THAN THAN THOSE
SHOWN IN THE CURRENT SIMPSON CATALOG AND MUST BE VERIFIABLE BY I.C.B.O.
REPORTS.
16. ALL BOLT HOLES SHALL BE ACCURATELY DRILLED. A FLAT WASHER SHALL BE
INSTALLED BETWEEN WOOD AND ALL BOLT HEADS AND NUTS.
17. STUCCO, BEING USED AS SHEARWALL, SHALL BE CONSTRUCTED IN CONFORMANCE
WITH U.B.C. 47-I-1, AS FOLLOWS:
A. 18 GAUGE STEEL WIRE HORIZONTAL AT 6" O.C. STRETCHED AND NAILED AT
A MINIMUM OF 24" O.C. (NOT REQUIRED OVER PLYWOOD SHEATHING.)
B. 15 LB. FELT WEATHER-PROOF MEMBRANE.
C. STUCCO MESH FURRED OUT 1/4" FROM FELT AND NAILED 6" OX. VERTICAL
AND 16" O.C. HORIZONTAL. SEE SHEARWALL SCHEDULE FOR NAILS.
D. 3 COATS OF PORTLAND CEMENT PLASTER SHALL BE APPLIED IN CONFORMANCE
WITH U.B.C. 4708 TO A TOTAL THICKNESS OF 7/811.
ANY OTHER MATERIAL USED IN CONJUNCTION WITH STUCCO, SUCH AS POWERWALL,
SHALL BE VERIFIED BY AN ICBO REPORT TO BE USED AS SHEARWALL.
18. ALL WOOD POSTS SHALL REST ON A FOUNDATION GRADE SILL OR APPROVED STEEL
POST OR COLUMN BASE WHEN IN CONTACT WITH CONCRETE.
19. HOLES FOR PLUMBING DRAINS AND WASTE VENTS SHALL BE ACCURATELY DRILLED.
WHERE DRAINS OR WASTE VENTS PENETRATE THE TOP PLATES, TIE STRAPS SHALL
BE INSTALLED ON BOTH SIDES OF THE PLATE, ADEQUATE TO CARRY THE TENSION
CREATED BY LATERAL FORCES.
20. ALL STEEL SHALL BE A-36 GRADE OR BETTER. ALL STEEL BRACKETS THAT ARE
NOT I.C.B.O. APPROVED SHALL BE SHOP FABRICATED BY CERTIFIED WELDERS AND
SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO
FABRICATION AND INSTALLATION.
21. ALL WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE OF THE AMERICAN
WELDING SOCIETY.
22. STANDARD WELDING SYMBOLS ARE IN CONFORMANCE WITH A.I.S.C. A-148, 8TH
EDITION.
23. FOOTING CONCRETE SHALL BE 2,000 PSI AFTER 28 DAYS.
4 1. A
SHEET 19
24.' ALL CONCRETE SHALL BE, PLACED AGAINST UNDISTURBED NATURAL GRADE OR
PROPERLY COMPACTED FILL. COMPACTION SHALL BE A MINIMUM OF 90% OF
MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-1557-78,. OR UNIFORM BUILDING
CODE STANDARD 70-1. COMPACTION TESTS BY A SOILS ENGINEER FOR ENGINEERED
FILL SHALL BE SUBMITTED TO THE DEPARTMENT OF BUILDING AND SAFETY PRIOR
TO FOUNDATION INSPECTION.
25. FOUNDATION BOLTS SHALL BE ��" DIA X LONG AT 6'-0" O.C. AND 12"
MINIMUM FROM ENDS. MINIMUM EMBEDMENT SHALL BE --7
26. FOUNDATION BOLTS -SHALL BE USED FOR SHEAR BOLTS IN SHEARWALL PANELS.
EACH SHEAR PANEL SHALL HAVE A MINIMUM OF 1 SHEAR BOLT UNLESS OTHERWISE
SPECIFIED ON THE SHEARWALL SCHEMATIC. HOLDOWN BOLTS SHALL NOT BE
CONSIDERED SHEAR BOLTS.
27., ALL REINFORCING STEEL SHALL BE TIED AT ALL LAPS AND SPLICES.
Fy = 40,000 PSI, OR AS NOTED.
28. ALL HOLDOWN BOLTS SHALL BE ACCURATELY LOCATED AND SET TO THE
MANUFACTURER'S SPECIFIED MINIMUM EMBEDMENT. IT IS RECOMMENDED THAT
HOLDOWN BOLTS BE SET IN PLACE USING 3/4" PLYWOOD JIGS, PRIOR .TO
.PLACEMENT OF THE CONCRETE.
29. IN THE EVENT THAT THERE ARE OTHER ASPECTS OF THE STRUCTURAL THAT HAVE
NOT BEEN ADDRESSED, IT WILL BE THE RESPONSIBILITY OF THE
CONTRACTOR/ OWNER TO PROVIDE ADEQUATE STRUCTURAL MEMBERS AND CONNECTIONS
IN CONFORMANCE WITH THE UNIFORM BUILDING 'CODE. THE -ENGINEER SHALL BE
CONSULTED FOR THE PROPER STRUCTURAL MEMBERS AND CONNECTIONS.
30. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY STRUCTURAL PROBLEMS'.
OR DISCREPANCIES WITH A FOLLOW-UP IN WRITING.
31. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. HE SHALL -
VERIFY THE ACTUAL SPANS OF BEAMS, HEADERS AND/OR. JOISTS TO BE THE SAME
AS OR LESS THAN THOSE USED IN THIS REPORT.
32. THESE SPECIFICATIONS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE
CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE
DURING CONSTRUCTION. SUCH MEASURE SHALL INCLUDE, BUT NOT LIMITED TO,
BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, PROVIDING
ADEQUATE SUPPORTS UNDER EXISTING FOUNDATIONS WHEN ADDING ADDITIONAL
FOOTINGS, ETC.
hi
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