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61
LICENSED CONTRACTOR DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of
Chapter 9 (commencing with Section 7000) of Division 3 of the Business and
Professionals Code, and my License is in full force and effect.
License # Lic. Class Exp. Date
C'4HC 12131/Ofs
Date Signature of Contractor
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's
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 (Sec. 7044, Business & Professionals Code).
( ) I, as owner of the'property, am exclusively contracting with licensed
contractors to construct the project (Sec. 7044, Business & Professionals
Code). f
(,,)ll am exempt under Section - , B&P.C. for this reason
,/Date 47t/Signature of Owner �� .�• ..
WORKER'S COMPENSATION DECLARATION
I hereby affirm- under penalty of perjury one of the following. declarations:
( ) I 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..
(I have and will maintain workers' compensation insurance, as required by
Se4iion 3700 of the Labor Code, for the performance of the work for which this
permit is issued. My workers' compensation insurance carrier & policy no. are:
Carrier Policy No.
TRUCK 114;X&its3IC113.1 A20)"43W 0.0 tra
(This section need. not be completed if the permit valuation is for $100.00 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, and agree that if I should become '
subjlt to the workers' compensation provisions of Section 3700 of the Labor
Code, I shall forthwith comply with tho a rovisions.
/6ate: � Applicant—
Warni g: ilure to secure Workers' Compensation coverage is unlawful and
shall subject an employer to criminal penalties and civil fines up to $100,000, in,
addition to the cost of compensation, damages as provided for in Section 3706
of the Labor Code, interest and attorney's fees.
IMPORTANT Application is hereby made to the Director of Building and Safety
for a permit subject to the conditions and restrictions set forth on his
application.
1. Each person upon whose behalf this application is made & each person at
whose request and for whose benefit work is performed under or pursuant to
any permit issued as a result of this applicaton agrees to, & shall, indemnify
& hold harmless the City of La Quinta, its officers, agents and employees.
2. Any permit issued as a result of this application becomes null and void if
work is not commenced within 180 days from date of issuance of such
permit, or cessation of work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is
correct. I agree to comply with all City, and State laws relating to the building
construction, and hereby authorize representatives of this City to enter upon
the above-mentioned property for inspection purposes.
/ignature (Owner/Agent) 22Date
BUILDING PERMIT PERMIT9Nt'.5-049 CONTROLH
DATE / VALUATION $77,641.70 LOT 22 TRACT 1 -750
-ADDRESS
JOB SIT . El
5J. -S40 AVENIDA CAMtktNZi
APN x'73- i2:i �ti3
OWNER
CONTRACTOR / DESIGNER / ENGINEER
Ad`lIGIS1., ;43,r;R iR
" rrM C "'-f:.
INDIO CA 9220t
(7601241.7-3 t 57 CBL#
USE OF PERMIT
Sp. b
317U - 0 Tai-D#2uufirij PFIRI IT om NOT i1 c frci BI OCC WALLS ok
,P0rJ . PLI•\.t'+i <tTCh'OiTICYV O F' .! E1.3S REI)i)C0) 75%) Oft'MUL'1.'wI..i;
ISSUANCE OF SANT-13 FLAN ` YPIE
, LJ
MAY
14 1998
CvEt€tAOFiiC:nit3aC�f2`i' S2�,.(k1il?
_ p
oin41 A
L 0,11:01 i i'4 1
ENTINLA "EM CGST der', CONS'A RUMON
77,640670
P ERN1.1.8 l+RESURrS-1'�'�ARY
(c,N6r 1kU(1_i'KYN FEE i 1�I�4}(tC} X11 k� (3!10 xs>1rJ.S0
pr,1-�J- t 0 l,-#)tt().n3g_zr#3 $114 (i
IQ14)00-R?100 $40-110
"u,i;`,1'd{2t'iki. T 101-00-420-000 si 16. is
t
t'f:iA9i 11lEcro .1 `i li; i.:{.-43f�J-4l.-f3th� $;`2 i .St?
!ti'tiq?fCdl19i:7rilowri,Fr 1m%w). 1()i, -M -241-11,1(N) $7.76
f,'Ct�113I3'401'lr'. 32000
07Jf tA:.TR.ifCTl JtrC VCR 25-t°ti3%%-443-342. $1, J.t6.39
7�!t(it iwi .4>.l..ftfd k,0140W441-345 $25.09
SUR-ITYPAY, CCW,, '1',R_UCT10N AND PLAN CARE,
2,_1M7 7-1
LESS PRE -PAID 1IECkS
$0 GVJ
ti �(7
RECEIPT
DATE
BY
DATE FINALED
INSPECTOR
INSPECTION RECORD
OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR
BUILDING APPROVALS MECHANICAL APPROVALS `
Set Backs `p Underground Ducts
Forms 8 Footings Ducts
Slab Grade Return Air
Steel Combustion Air
Roof Deck Exhaust Fans
OX to Wrapo2 - F.A.U.
Framing 9 ,/2 Q Compressor
.L.
- Int. Lath
BLOCKWALL APPROVALS
Set Backs
Footings
Bond Beam
Final
PLUMBING APPROVALS
Waste Lines
Water Piping
Plumbing Top Out
Shower Pans
Sewer Lateral
Sewer Connection _9
Gas Piping FIG.,
Gas Test -,99
Utility Notice (Gas) j2' e -r
ELECTRICAL APPROVALS
Temp. Power Pole
Underaround Conduit
Steel
Electric Bond
Main Drain
Approval to Cover
Equipment Location
Underground Electric
Underground Plbg. Test
Gas Piping
Gas Test
Electric Final
Heater Final
Plumbing Final
Equipment Enclosure
O.K. for Finish Plaster
Pool Cover
COMMENTS:
e
d C
Low Voltage Wiring
Fixtures
Main Service
Sub Panels
- ,
,Eidedor Receptacles
- G.F.I. '
Smoke Detectors
.
Temp. Use of Power
Final
�'• :.;
- UbUty Notice (Perm)
Steel
Electric Bond
Main Drain
Approval to Cover
Equipment Location
Underground Electric
Underground Plbg. Test
Gas Piping
Gas Test
Electric Final
Heater Final
Plumbing Final
Equipment Enclosure
O.K. for Finish Plaster
Pool Cover
COMMENTS:
e
d C
cocoon
THIS ATTIC HAS BEEN INSULATED T0:
R- 0
This attic has been insulated to the R -value
indicated above, with Cocoon" the high -efficiency
insulation. Made from a minimum of 80% recycled
materials, Cocoon is scientifically formulated
to deliver greater efficiency per inch than other
insulation materials.
R -value is a measure of resistance to heat flow - the
higher the R -value, the greater the insulating power.
If you would like to add more insulation to your
home, contact your Cocoon authorized dealer.
Ecooff
11a n nfelcll?er1 131'.
GREENSTONE.•:'"
A LOy1FIANA.PACIFIC COMPANY
NOTE: This coverage chart compensates fur settling
and is fur estimating purposes only. Stated R -value is
firurided by installing the n•yuired numhyr of hags
per IWMI sq. ft. at a minimum installed thickness.
Installation of the required nundnr of Ixlgs mal' yield
more than the specified minimum thickness and minimum
weight per sq. ft. Actual eo%erage will be influenced
by job conditions and application techniques, and
may van' as inuch as 100) without significantly
affecting the stated R-ralue. Failure of the installer to
provide at least the required number of bags per
1000 a1. ft. and at least the minimum thickness may
result in a lower installed R -value. Compaction may
occur during installations above R-30. requiring more
than the stated number of bags to obtain the
minimum installed thickness.
GreenStone and Cocoon are trademarks of
GreenStone, a Louisiana-Pacific company. (D 1997
GreenStone Industries, Inc. All rights reserved.
Printed in USA. RV 30M 8/97.
B-97-TT/G-A
RESIDENCE ADDRESS: & as 7t
I S L -o PWC (_r0- n z�
LvA- ��� - Z -Z 53
INSTALLED BY
$* 17 7 I n 1'e'a n may' L)Ln 1r
c'3 di 1*1, ";1 ZZo 1
BUILDER: G V H
�S "7 0 ► YYl a n Aro � 5�- Ea
CERTIFICATION:
This is to certify that attic -insulation has been installed
in conformance with the coverage chart recommenda-
tions on the opposite side of this card using 140 bags
to coverl06 If sq. ft. to obtain an 11 -value of -319
.
Iq q
INSTA ER'S UTHORIZED SIGNATURE DATE
Cocoon Stabilized Insulation
30 lb. bag
ATOMIZED PNEUMATIC APPLICATION
COVERAGE CHART
51.4
19.4
Net Coverage No Adjustment for Trusses -
56.7
R -Value at
Minimum
5.5
Gross Coverage Based on
751 Mean
Temperature
Thickness
2'x 6' Trusses on 16' Centers
Maximum Net
Minimum Weight
Coverage
Per Square Foot
The Weight Per
Installed
Square foot of
Baps Required
To Obtain an
Insulation
Square Feet
Minimum Bags
Installed
Square Feet
Per 1.000
Insulation
Should Not Be
Per Bag
Required Per
Insulation
Per Bag
Square Feet
Resistance (R) of:
Less Than:
1,000 Square Feet
Should Not Be
(inches)
Less Than: (lbs.)
R-50
13.5
20.5.
48.8
1.464
21.3
46.9
R-42
11.4
24.4
41.0
1.230
25.6
39.1
R-40
10.8
25.6
39.0
1.171
26.9
37.2
R-38
10.3
27.0
37.1
1.113
28.4
35.2
R-32
8.6
32.0
31.2
.937
34.0
29.4
R-30
8.1
34.2
29.3
.878
36.5
27.4
R-24
6.5
42.7
23.4
.703
46.4
21.6
R-22
5.9
46.6
21.5
.644
51.0
19.6
R-19
5.1
53.9
18.5
.556
59.5
16.8
R-13
3.5
78.8
12.7
.381
87.0
11.5
R-11
3.0
93.1
10.7
.322
102.8
9.7
Ctidamallc Insecure filled-rlansity 20 PPCFI
R-13 (2 x 4)
3.5
51.4
19.4
.583
56.7
17.6
R-20 (2 x 6)
5.5
323
30.6
.917
36.1
27.7
4 4 "
P.O. BOX 1504 APPLICATION ONLY
1' �y,� , /�' 78-495 CALLE TAMPICO
Address ��yD �V/ G� fL�QI�'v v� LA oUINTA, CALIFORNIA 92253
6EZ � /1) 6 n 17 IV kS�g &74 9 /7'J
Address ,
City Zip Tel.
Contractor
D( &6"k 6(.4/G1P2
Zip
State Lic.I City
& Classif. Lic. #
Designer .09 e9fmS Z)Z--SJ (W
Address I Tel.
CityI Zip I State
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section
7000) of Division 3 of the Business and Professions Code, and my license is in full force and
effect.
SIGNATURE DATE
OWNER -BUILDER DECLARATION
I hereby affirm that I am exempt from the Contractor's License law for the following
reason: (Sec. 7031.5. Business and Professions Code: Any city or county which requires a
permit to construct, alter, improve, demolish, or repair any structure, prior to 'Its issuance also
requires the applicant for such permit to rile a signed statement that he is licensed pursuant to
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
subjects the applicant to a civil penalty of not more than rive hundred dollars ($500).
Cl 1, as owner of the property, or my employees with wages as their sole compensation, will
do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and
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,
provided that such improvements are not intended or offered for sale. If, however, the building
orimprovement is sold within one year of completion, the owner -builder will have the burden
of proving that he did not build or improve for the purpose of sale.)
I'I 1, as owner of the property, am exclusively contracting with licensed contractors to con-
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
such projects with a contractor(s) licensed pursuant to the Contractor's License Law.)
17 1 am exempt under Sec. B. & P.C. for this reason
/rt-' �'-r•�uar � ��
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 *,hereof. (Sec. 3800, Labor Code.)
Policy No. Company
(7 Copy is filed with the city. ❑ Certified copy is hereby furnished.
CERTIFICATE OF EXEMPTION FROM
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, 1 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
subject to the Workers' Compensation provisions of the Labor Code, you must forthwith
comply with such provisions or this permit shall be deemed revoked.
CONSTRUCTION LENDING AGENCY
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.)
Lender's Name
Lender's Address
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 above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives -of this city to enter the above-
mentioned property for inspection purposes.
ILDING: TYPE'CONST. OCC. GRP.
Number 7-7 3:j- 2S— yo3
Description
t DescriptionJf'Tq�n11 I}�Gcr�N f -Q
Sq. Ft.
Size /2/5-
/S
New is Add ❑
tstlmateo valuation
No. No. Dw.
Stories Units
Alter ❑ Repair ❑ Demolition ❑
PERMIT AMOUNT
Plan Chk. Dep.
Plan Chk. Bal.
Const.
Mech.
Electrical
Plumbing
S.M.I.
Grading
Driveway Enc.
Infrastructure
TOTAL
REMARKS
ZONE: BY:
Minimum Setback Distances:
Front Setback from Center Line
Rear Setback from Rear Prop. Line
Side Street Setback from Center Line
FINAL DATE
Side Setback from Property Line
INSPECTOR
Issued by: Date Permit
Validated by:
Signature of applicant —Date—
Mailing
ateMailing Address Validation:
City, State, Zip
WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION
Desert Sands Unified School District
Notice: 82-879 Highway 111
Document Cannot Be Duplicated Indio, CA 92201
619-775-3500
CERTIFICATE OF COMPLIANCE
Date 5/13/98
No. 17025
Owner NameAngel Martin Escobedo Martinez
No. 51-540 Street Avenida Carranza
City La Quinta
Tract #
Lot #
Type of Development Single Family Residence
Comments
APN # 773-125-003
Jurisdiction La Quinta
Permit #
Log #
zip 92253 Study Area
Square Footage 1,215
No. of Units 1
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
1.93 X 1,215 or $ 2,344.95 the property listed above and that building
permits and/or Certificates of Occupancy for this square footage in this proposed project may iiow be issued
Fees Paid By Cashier Check/Bank of America/Bill StandeferTeLNhdne `,
Name on the check ' ' . ��_ ✓,
ti
ti q �..
By Dr. Doris Wilson y
Superintendent L
Fee collected /exempted by Juanita Green Payment Received $2,3445.95
Check No. 2009914079
Signature
NOTICE: Pursuant of AsMrnbty Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified
above will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to
tolled them on the District('s)(s') behalf, whichever is earlier.
Collector: Attach a copy of county or city plan check application form to district copy for all waivers.
Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting
Coachella Valley Housing Coalition •
Plaza 1, 45-701 Monroe Street, Suite G., Indio, CA 92201
TEL: (760) 347-3157 FAX: (760) 342-6466 Tat
ATTORNEY-IN-FACT AGREEMENT
I/We hereby appoint COACHELLA VALLEY HOUSING COALITION,
and/or any of its authorized agents as my/our attorney -in fact for the
purpose of executing any notices of completion, waiver, of liens and/or
executing contracts with subcontractors, and/or release of liens and/or
handling building permits relating to that certain real property
described below.
All that certain land located and being in the County of Riverside, State
of California, described as follows:
LOT 22 OF BLOCK 55 OF UNIT 5 OF SANTA CARMELITA AT VALE LA
QUINTA, AS SHOWN BY MAP RECORDED IN BOOK 18, PAGE 63 OF
MAPS, RIVERSIDE COUNTY RECORDS.
-4161q8
Date
4-6-gb
Date
f:\sfamily\an na\miscfor\attnyfa
Angel Martin Escobedo Martinez
Monica Guajardo
May 5. 1998
Mr. Daniel Crawford -Inspector
City. of La Quinta
Department of Building and Safety
78-495 Callc Tampico
La Quinta. California 92253
ftardinb: C1,71C Plan 320 and 420 - Truss; Calculations
Dear Daniel:
STRUCTURAL ENGINEERING CONSULTANT
54-625 AVENIDA BERMUDAS. LA QUINTA CALIFORNIA 92253
760.564.0884 PHON E tr 760.771.3606 FAX to W) S H@ C W lit 4.M
nr..
mom
.n
rr:kOic�Ess'` 0vOM
me
0/1M �p
I have reviewed the truss calculations from Imperial Roof Truss which is to be used for the roof construction of the 3 bedroom and 4
bedroom hones in La Quinta. The truss calculations labeled "320 Plan" an for the 3 bedroom plan that is associated to the "96-051"
job number listed in the lower right corner of the architectural plans. The "420 Plan" taus calculations correspond to the "964)52" 4
bedroom drawings.
I have reviewed the truss calculations to coniine the capicily of all design loads drags and bottom chord loaded girder trusses. 1 have
found each to be in compliance with the intentions of the structural design. I have also verified that the roof dead loads used in the
design of the trusses exceed the design loads on the structural calculations. The truss calculations arc more conservative and therefore
acceptable.
The Truss calculations will be used for the following addresses of the self-help La Quinta Group 4 Construction. -
51 -865
onstruction:51-865 Ave. Ramirez AP#773-165-018 -Lot 6 Plan 420
51-885 Ave. Ramirez AP#773-165-019 - Lot 7 Plan 320
51-905 Ave. Ramirez AP#773-165-020 - Lot 8 Plan 420
51-945 Ave. Ramirez AP#773-165-022 - Lot 1.0 Plan 320
51-680 Ave. Carranza AP#773-125-009 - Lot 16 Plan 420
5I -656 Avc..RamiTcz AP#773-1 :T 1-008 - Lot 17 Plan 320
51-660 Ave. Ramirez AP#773-125-008 - Lot 17 Plan 320
51-560 Ave. Carranza AP#773-125-004 - Lot 21 Plan 320
51-540 Ave. Carranza AP#773-125-003 -Lot 22 Plan 320
51-790 Ave. Carranza AP#773-165-003 - Lot 22 Plan 420
Please contact me at your earliest corn-enience if you should have any questions or additional requirements.
Sincerely,
Dennis S. Wish PE
Structural Engineering Consultant
STRUCTURAL ENiINFERINC FOR - CUSTMI HDIAES - RETAODEL -COMMERCIAL - LIGHT INDUSTRIAL -SEISMIC RETROFIT & REPAIR - UNROWORCED MASONRY- RETAINNG WALLS & FOV IDATION - REPORTS:
DAMAGE ASSESSMENT - NEW ROOF - INSURANCE CLAIM-DENNIS S. WISH P E HAS BEEN A MEMBER OF THE STRUCTURALEPIGNEERS ASSOCIATION OF SOUTHERN CALIFORNIA SPICE 1983
Dennl'5 5 Wish PE
Structural Engineering Consultant
54-625 Avenida Bermudas
La Quinta, California 92253
760.564.0884 Phone 760.771.3606 Fax
Email: wish@cwia.com
CLIENT Coachella Valley Housing Coalition Job No 9806
PROJECT La Quinta Plan 51 & 52 - Redesign SHEET 1 OF
CALCULATION DESCRIPTION: Redesign of lateral analysis for metal stud homes
DESIGN LOADS
ROOF LOADS:
DESIGN WIND VELOCITY =
TILE ROOFING =
10.0
PSF
112" SHEATHING =
1.5
PSF
TRUSS FRAMING =
2.0
PSF
5/8" GYPSUM BD. CEILING =
2.8
PSF
INSULATION =
0.5
PSF
MECH, ELEC & SPRINKLERS =
1.0
PSF
SUB -TOTAL, =
17.8
PSF
SLOPE CORRECTION 1/3
1.05
PSF
MISCELLANEOUS =
1.1
PSF
ROOF DEAD LOAD : =
20.0
PSF
ROOF SNOW LOAD : =
0.0
PSF
ROOF LIVE LOAD : =
16.0
PSF
EXTERIOR WALL LOADS:
DESIGN WIND VELOCITY =
7/8" STUCCO =
12.5
PSF
15/32" SHEATHING =
1.4
PSF
2X6@16" O/C =
1.5
PSF
R19 INSULATION =
0.5
PSF
1/2" GYPSUM BD. =
2.2
PSF
MISCELLANEOUS =
1.9
PSF
TOTAL EXTERIOR WALL =
20.0
PSF
SOILS DATA:
SOILS REPORT BY:
REPORT DATE:
BASIC BEARING PRESSURE
PADS & CONT. FNDT. = Qa
INCREASE FOR WIDTH
INCREASE FOR DEPTH
MAX. SOIL PRESSURE - Qa
FLOOR LOADS:
DESIGN WIND VELOCITY =
FLOOR FINISH =
0.0
PSF
3/4" SHEATHING =
0.0
PSF
2X OR TRUSS FRAMING =
G.0
PSF
5/8" GYPSUM BD. CEILING =
0.0
PSF
PARTITION LOADS =
0.0
PSF
MECH, ELEC & SPRIINKLERS =
0 0
PSF
MISCELLANEOUS -
0.0
PSF
FLOOR DEAD LOAD : = 0.0 PSF
FLOOR LIVE LOAD : = 40.0 PSF
INTERIOR WALL LOADS:
1/2" GYPSUM BO. (B.S.) = 4.4 PSF
15/32" SHEATHING = 1.4 PSF
2X4 @ 16" O/C = 1.0 PSF
MISCELLANEOUS = 2.7 PSF
TOTAL INTERIOR WALL : = 9.5 PSF
UBC DEFAULT VALUES - REPORT NOT APP
1.500 PSF ALLOWABLE PRESSURE
20.0 % PER FT. GREATER THAN V-0"
20.0 % PER FT.+GREATER THAN 1'-0"
= 4,500.0 PSF
ALLOW PASSIVE PRESSURE = 0.0 PCF
ALLOW SOIL FRICTION = 0.3
WIND LOADS:
DESIGN WIND VELOCITY =
70.0 MPH
qs =
12.6 PSF
C - h<15 Ft. =
1.06
Cs -15 Ft.<h<20Ft. =
1.13
Cs -20 Ft.< h< 25 Ft. =
1.19
Cs -25 Ft,< h< 30 Ft. =
1.23
SEISMIC LOADS:
ZONE _
IMPORTANCE FACTOR =
Rw =
ZIC/Rw = 0.4"2.75"1/Rw =
i
r
IMPORTANCE FACTOR =
EXPOSURE D
C - h<15 Ft. 1.39
Cs -15 Ft.< h< 20 Ft. 1.45
Cs -20 Ft.< h< 25 Ft. 1.5
Cs -25 Ft.< h< 30 Ft. 1.54
4
1.0
6 (PLYWOOD SHEAR WALL USED THROUGHOUT)
0.183 W d
2/22/98 1
1
C B
1.06 0.62
1.13 0.67
1.19 0.72
1.23 0.76
PenWish PE
j�rs5.
_:•w :,1e _� _. _. : ,_ Job No.: 9806 Engineer: DSW Date: 2/22/91
- _ .. --•--u• "' Job Title: plan 51 & 52 Checked: DSW Time: 18:47
Eas= tc Vlles#
Residence and Garaqe
Shearwall Spacing (ft
1
AND
13.00
2 2.5
AND
6.00
3
AND
3.0
AND
13.00
4 -
-
-
- -
Building Geometry
Plate to Plate Height (ft)
8.0
6.8
53.2
1.5
20
20
8.0
6.8
53.2
20
20
3.0
6.8
53.2
20
20
8.0
6.8
53.2
1.5
20
20
20
20
20
20
20
20
20
20
20
20
Top plate to peak of roor or parapet
Diaphragm Depth (ft)
Left Side Roof Eave (ft)
Right Side Roof Eave (ft)
Exterior Walt Dead Load psf)
Roof Dead Load (psf)
Left Cantilever
Right Cantilever
Diaphragm Aspect Ratio
0.24
0.11
0_15
0.24
Wind Data
Ce from 0 to 15 feet - Table 16-G
1.06
1.13
12.6
1
1.3
1.06
1.13
12.6
1
1.3
1.06
1.13
12.6
1
1.3
1.06
1.13
12.6
1
1.3
1.06
1.13
12.5
1
1.3
1.06
1.13
12.6
1
1 3
1 Ao'
1.13
12.6
1
1.3
1.)6
1.13
i 2.6
1
1 )5
1. , .
12.5-.
1
Ce from 15 to 20 feet - Table 16-G
Basic Wind pressure qs (psf) - Table
16-F
Occupancy Category -Table 16-K
Cq - Pressure Coefficient - Table 16-H
Seismic Data
Z - Zone Factor - Table 164
0.4
1
2.75
6
0.4
1
2.75
6
0.4
1
2.75
6
0.4
1
2.75
6
0.s
1
2.75
6
0.4
1
2.75
6
0.4
1
2.75
66
0.4
1
2.75
0.1
1
2.75
6
I- Occupancy Category - Table 16-K
C - Numerical coefficient specified in
Section 1628.2.1
Rw - Structural Systems - Table 16-N
F=(ZIC/Rw)Wd
0.183
0.183
0.183
0.183
0.183
0.183
0.183
0.183
0.183
Wind / Seismic Comparison
Wind Pressure (plf)
188
188
188
188
Seismic Force (plf)
224
224
224
224
Governing Force 1
224
224
224
224
Governing Force
Seis
Seis
Seis
Seis
Wind
Wind
Wind
Wind
Wind
Diaphragm Chord - Tension
Chord Tension MI /8b (lbs)
89
19-
34
89
Code Allow (1 Ed @ 16" ox.lbs
1066
492
656
1066
Additional 16d Box Nails Req'd
4
Grid ocation
1
2
2.5
3
1 4
V Shear at Grid Line #(pounds)
147L_j
2131
1570
2370
1458
v iaphragm Shear p
28
40
30
45
27
Shear Walls
Length of Wall #1
Length of Wall #2
Length of Wall #3
Length of Wall #4
Length of Wall #5
Refer to attached shearwall analysis. Reference wall by Column/Cirid and Wall Number (ie,V41112 - grid 1 wall 2)
4
4
4
4
4
4
4
4
4
4
4
4
4
4
Length of Wall #6
Length of Wall #7
Length of Wall #8
Length of Wall #9
Length of Wall #10
E Shearwall Lengths ft
12
16
8
8
12
Iv Unit 5hear (pit)
123
133
196 1
296
122
CVHC Lots 51 8 52 worst case.xls
DenT71*5 5.
IlVi5h
PE
r +
A B
AND AND
Shearwall Spacing (ft 10.50 18.50
C
AND
20.00
D
.,---1^�'--'*=.,+�`'�•'....
: '_-. � . .i ,- ..
,..,-�; ww'"i'
...... - y. .:-i. ..-
a..�j]7+..:].:.. x�,..:.�a..:_n ...»ascr-tij}
Job No.:
9806 Engineer: DSW Date:
2/22191
Plate to Plate Height (ft)
8.0 8.0
5.8 5.8
40,0 40.0
1.5
20 20
20 20
8.0
5.8
40.0
20
20
1.5
20
20
20
20
3.0
5.8
2'1.3
1.5
20
20
Job Title:
plan 51 & 52 Checked: DSW Time:
18:41
North t;; South
IA-tD
RESIDENCE C -E GARAGE BLOCK
A B
AND AND
Shearwall Spacing (ft 10.50 18.50
C
AND
20.00
D
AND
C D
AND
24.33
Building Geometry
Plate to Plate Height (ft)
8.0 8.0
5.8 5.8
40,0 40.0
1.5
20 20
20 20
8.0
5.8
40.0
20
20
1.5
20
20
20
20
3.0
5.8
2'1.3
1.5
20
20
20
2020
20
_3
20
Top plate to peak of root ft)
Diaphragm Depth (ft)
Left Side Roof Eave (ft)
Right Side Roof Eave (ft)
Exterior Wall Dead Load (psf)
Roof Dead Load (psf)
Left Cantilever
Right Cantilever
iap ragm spect atio
0.3 0.5
0.5
1.1
Wind Data
Ce from 0 to 15 feet - Table 16-G
1.06 1.06
1.13 1.13
12.6 12.6
1
1.3 1.3
1.05
1A3
12.6
11.3
1.06
1.13
12.6
1.3
1.06
1.13
12.6
1.3
1.06
1.13
12.5
1.3
1,06
1.1
12.5
1 3
1.06
1.13
12.5
1.3
OG
2.6
1 11
Ce from 15 to 20 feet - Table 16-G •
Basic Wind pressure qs (psf) - Table
16-F
Occupancy Category - Table 16-K
Cq - Pressure Coefficient - Table 16-H
Seismic Data
Z - Zone Factor - Table 16-1
0.40 0.40
1 1t
2.75 2.75
6 6
0.40
2.75
6
0.40
t
2.75
6
0.40
t
2.75
6
0.40
1
2.75
6
0.:0
2.75
6
0.40
t
2.75
;
3.10
2.'5;
5
I- Occupancy Category - Table 16-K
C - Numerical coefficient specified in
Section 1628.2.1
Rw - Structural Systems - Table 16-N
F=(Z!C/Rw)Wd
0.183'• 0.183
0.183
0.183
0.183
0.183
0.183
0.183.
0.183
Wind / Seismic Comparison
k
�w
Wind Pressure (plf)
171 at , -:zs- 171-
171
1715
Seismic Force (pit)
176": • x176
176
108
Governing Force (pin
1767
176
174
Governing Force
Seis-;..,'Seis
Seis
Wind
Wind
Wind.
Wind
Wind
Wind
Diaphragm Chord - Tension
Chord Tension ML /8b (lbs)
6T. `;-, a`=-188
-' 220
592
�r '
Code Allow (16d Q 16" o.c.) lbs
861a :. - 1617
.1640
f.F
1995
Additional 16d 13OX Nails eq'd
Grid Column Location
A B
C
O
V Shear at Grid Line #ounds
935; • r 2552
3388
1 =1760 1
2076
2076
s
v lap ragm S ear (P,)
..23k i<.•�'? 64
85
--�> 44 •'
• 97F 1
97
°.•
Shear WallsReferto
Length of Wall #1
Length of Wall #2 _
Length of Wall #3
Length of Wall #4
Length of Wall #6
Length of Wall #b71
Length of Wall #7...
Length of Wall #8
Length of Wall #9 -'
Length of Wall #10
attached shearwall analysis. Reference All by CotumnrGM and Watt Number (% Wa1112 - grid 1 wall 2)
4.0 3.5 8.0 4.0 8.0 2.7
4.0 3.5 8.0 4.0 8.0 2.7
4.0
4.0
2
E Shearwall Lengths (ft
16: . sa a--• 7,
- 16
-8 8 ' 1.
16, 1
5
v units ear (pit)
58. 365
212
-220'
130 1
389
CVHC Lots 51 & 52 worst case.xls
Shear Wall Number
1
2
3
4
5
6
7
8
9
10
Grid Line (Direction / Column
Line)
i 0
1
%;letai
81010
8..0
8.00
4 67
3.67
4.00
1 00
20
20
, 13 On
_ .5
1 G
_
iNyletai
8.00
8.00
8.00
25.00
29.00
4.00
1.00
20
20
123 u0
1.001
1
NI -a!
8 CC
8.
a CO
4 c ' 8
53.' 3
4.00
1 00
20
20
123 _
_
2.G 0 2.0
1 2 :;
Metal �Ietal •:1eia1
8 00 8 GO 800
8.00 8.00 8.00
8.00 8 GO Boo
Shear:ratl :niorma:,cn
12.90 2 90 13 'GO
12 90 ^.2 90 13 00
4. S7 13 50 43 18
8.67 17 50 4; 18
4.00 4.00 4.00
1.00 1.00 1.00
20 20 20
20 20 20
133.00 33 00 133.0.0
6.25 5..0 1.00
2.0
'.1etal
3 C3
3.^_C
8 00
1 O
13 r- IJ
a -, ' 8
53 "3
4.00
1 :0
20
20
330,
1 ��
2 5
1
Vc-tal
8.00
3.00
8.00
18 '.3
1883
4.00
4.00
1.00
20
20
'96 00
• 1 00
2.5
Me-,ai
8
8..10
8 00
1 ° 01 ',1
18 •.,
13 5;3
; % ._
4.00
1 n^
20
20
1-, --
�^
0
Vetal
00
3 JO
3 00
?0
:0
:C 18
---'.18
4.00
�0
-0
=0
__„ 00
00
Wall Section at Grid Line
Framing (Metal or Wood)
Height to lateral Load or Drag_
Lateral Unb_raced Height
Plate to Plate Height
Note: Origin in lower left corner
Start X�oordinate "
End X - Coordinate
Start Y -coordinate
End Y - Coordinate
Shearwall Width
Governing Force - Enter 0.85 for
Seismic and 1.0 for Wind
Roof Dead Load (RDL) plf
Exterior Wall Dead Load (WDL) -
plf
Applied Lateral Load (vltin plfr
Replacement or additional Drag
load (Ibs)
Roof or Floor Tributary Area to
resist uplift in feet
Applied load for header at left of
shearwall in pounds
Applied load for header at right
of shearwall in pounds
Shearwall Ratio
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Total Lateral + Drag (plf)
123
123
123
133
133
133
133
196
196
296
Weight of Shearwall in pounds
640
640
640
640
640
640
640
640
640
640
Weigh of Roof/Floor above wall in
plf
125
20
20
125
125
20
20
220
220
20
L-
Overturning Moment - ft -kips
7
7
7
7
7
7
7
10
10
15
J=_
Resisting Moment at Right Side
of Wall in kis
2
1
1
2
2.
1
1
3
3
1
Resisting Moment at Left Side of
Wall in kis
2
1
1
2
1
1
3
3
1
- - _ t *' .'l .r> .G-
,.�..---L:._ -=err^--.-.•ate.
_ ._
f :�_ �-'�'^"-�'. �+-'_ �.;:� f 'r`a+_� ?+�.� __ ;--�"i'�: r _ _ _ _ ...Fr '�.'`'-.
Is HD at Corner? 1=Yes O=N;
1
PA
0
PA
0
PA
1
PA
0
PA
1
PA
0
PA
1
PA
1
PA
1
HD
Enter Simpson HD, PA or FTM
Uplift at Right side of wall in lbs
1,270
1516
1516
1410
1410
1 1656
1 1656
1 2073
2073
3946
Holddown Required
HPAH022- PAHD42- -
[PAHD42
IHDZAr
IPAHD42
I HD2A
IPAHD42
jHD2A
HD2A
H06A
Is HD at Corner? 1=Yes O=No
0
PA
0
PA
1
PA
0
PA
0
PA
0
PA
1
PA
0
PA
1
PA
1
HD
Enter Simpson HD, PA or FTM
Uplift at Left side of wall in Ibs
1,270
1516 1
1516 1
1410 1
1410 1
1656 1
1656 1
2073
2073
1 3946
Holddown Required
PAHD42 IPAHD42
jHD2A
IPAHD42
IPAHD42
IPAHD42
11,02A
IPAHD42
11,1132A
jHD6A
Soleplate Thickness (actual - in.)
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
Diameter of Anchor Bolt (in.)
Capacity per bolt in pounds
1,265
1,265
1,265
1,265
1,265
1,265
1,265
1,265
1,265
1,265
Total Base Shear of Wall (Ibs) .
611
611
611
651
651
651
651
903
903
1,303
Spacing of Bolts in Inches
48
48
48
48
48
48
48
48
48
42
Min Number required
2
2
2
2
2
2
2
2
2
2
f
x,.t: - C` ' 3 r K = n,.J. '� 4S' ice. -_ ....^ L .t..-• .i �]�t^7.�'Ct.S ,' t .A: 'F 7
.. .. _.. _ ..__ _�_ _ ...., _•__ - ...2.2.22 ._�:_ .. _•_. _ _. _.... � j:.. _ ,_ ._. -'Z---'.-.;11 __...,_ ....
Shear Wall Number 11 12 13 14 15 16 17 18 19 20
Grid Line (Direction / Column
Line)
3.0 4.0
1
Metal 1`Aetal
3.00 S.00
8.00 8.00
8.00 8.00
27.00 40.00
27.00 41000
49.18
53.18 4.00
4.00 4.00
1.00 1.00
20 20
20 20
296.00 122.00
1.00 1?.00
4.0
2
Nletal
8.00
8.00
8.00
40.00
40.00
22.50
26.50
4.00
1,00
20
20
122.00
1.00
4.0 A A A
3 2
Metal r•Aetal Metal Metal
8.00 3,00 8.00 8.00
8.00 a. CIO 8.00 3.:;0
8.00 8.00 8.00 8.00
Shear•,,.aII Plot intormat;on
40.00 9.00 27.00
40.00 4.:?0 13 GG ;1 00
49.18 53. i 8 53.18 53.18
53.18 53 18 53.13 53 18
4.00 4.00 4.00 4.00
1.00 1.00 0.85 0.35
20 20 ?0 20
20 20 20 20
122 0G C C0 58.00 58.00
1.00 00 1u,00 '-' 00
A
Nletai
3.00
8.00
5.00
36.00
4000
53.18
53.1843.1=
4.00
0.85
20
20
58.00
14.00
B
'Aetai
8.00
8.O0
3.00
13. C•0
43 1 c
3.50
0.8E
20
20
365 . _
�.0
S
Metal
8.00
8.00
8.00
23.50
27 00
413.18
43.18
3.50
0.85
20
20
365.00
9.00
Wall Section at Grid Gine'_
Framing (Metal or Wood)
Height to lateral Load or Drag
Lateral Unbraced Height
Plate to Plate Height
Note: Origin in lower leff corner
Start
_X-coordinate
End X -Coordinate.
Start Y -coordinate
End Y - Coordinate
Shearwall Width
Governing Force - Enter 0.85 for
Seismic and 1.0 for Wind.
Roof Dead Load (RDL) plf
Exterior Wall Dead Load (WDL) -
plf
Applied Lateral Load (vl,, in plf)
Replacement or additional Drag.
load Ibs)
Roof or Floor Tributary Area to
resist uplift in feet
Applied load for header at left of
shearwall in pounds
Applied load for header at right
of shearwall in pounds,'
Shearwall Ratio ;;
2.00; >, 2.0V:
=2.00
X2.00
2.00;.x,
' 2.00
2.00
2.00.
2.29
2.29:?, -
Total Lateral + Drag (pM -
' 296"- '° '122..x.
vi122 ".
X122
58
58
;- 58
58 . "=
365
365
Weight of Shearwall in pounds
640s�• 640;1;;- -.,,640 `
11,�640
640
'_ 640
640- .
640,.:'
560
560
�Weigh of Roof/Floor above wall in
�r
20 u 220 ` -20
e, ° 20 �'
280 &
^. 280
280
280
180
180 $zY
-= - -
- a - R, R _T4 r-i_� -Y:k tet_
•. •^iTiM-�� a-�:--s----jF.-- .'.r-- L_ £-ii -Y ry+rr'FM
Overturning Moment- *ips
15z.n t. ,.7 4
7 .3• `r.7A
3 2 2,
„21,ri
11
<1.1
.`..T
-[�--Lz`i..Fi4'�n�-i-_•M3
ji.=,. T_.' }�'?9'-
Resisting{Moent at Right Side
m
of Wall in kis h
,
1 ';
g,
3'
1
: ? t:
4 ;
x"7.3
SwF 3
2
` `� 2
Resisting Moment at Left Side of
Wall in kiss F.
1 :`
y ?
3 _Y'".1
'�' •
v:r51
4
W< :sz
3 r
s
3 ''
4�
3
22'
:.:N;
:ice �vc„•-u --^, � - �. rc-_a>?��- ''^x •'� z"'F.X �.. >�_- - �, ��
,-L3
.. ..:. _ . _. .[ s . vf:t.s,isf•Y.-.."." ... ..... mr,ri'en- " ''tifY
Is HD at Corner? 1=Yes O=No''
1 1
HO HD
1
HD
1
HD
1 1 1
HD HD HD
1
HD
1
HD
1
HO
Enter Simpson HD, PA°or FTM
Uplift at Right side of-waU'in'Ibs -
3946 -.1033"
,1507 1507.-
•-
3040
1 '3040,
Holddown Required ` :?`.
HD5XX HD2A i HD2A %I
HD2A';-7None"'
None , None ti^ None; ,;.kl,' HD5A'
HDSA°�"
Is HD at Corner? 1=Yes_O=Wa' '.. '
1 1 1 1
HD HD HD HD
_. .. P?i,�f•• .:.,�.............�.,
;; 3946 R 1033 • ,1502 ,1502=.
1 1 1
HD HD HD
1w.. r•n W r� .ice
'=r :: �._
1
HD
_ ✓ i��
�,.-;;
1
HD
`r.-- -
3040
1
HD
..y�:�,+.....,
3040.,
Enter Simpson HD, PX& FTM' .k
Uplift at Left side of wall in Ibs
Holddown.Required %t ,.cy`
HDSA',� HD2A : HDZA. { HD2AYr
None > =�� None': None
None HD5A
HDSA
- 'i': S i �.fl� !-`i-',.
:,L.._..s.-.2'J'.tCi,.--- ':7rt.:n.. ;:..r�it�i.
' �- �t=-�-�T ' 1•i#it..1;•„-,...
'-__.t#: 'li'^.�'--rc.:.�'-.,T't;--+.:11s«::s�'-�i�'4t`?s'�'3
:rl-.,t�f ..`-=.;i- r�' `"'�`x*-`-`���`-�-'+`- ---.T-tr`'h'�'�'? .-+ _
_-.�•� -u:F. ..c__•._:-.._- sa"'..�_5..:.+E.���.--z -rr.7r.•.::f_ a..:-1! 'ii'�.vT
Soleplate :Thickness Cactual `=` in.);'
1.5 1.5
1/2 1/2
1.5
1/2
1.5
1/2
1.5 1.5 1.5
1/2 1/2 1/2
1.5
1/2
1.5
1/2
1.5
1/2
Diameter of Anchor Bolt (in.)" 4
Capacity per bott.in pounds: , >` .
=.1,265::.
;1,265-..:.
1;265;`,
: •.1;265•_ .y 1,265_., !"1;265 -:..1,265••
: 1;265.
1,265;
Total Base Shear'of Wall (Ibs) V
.1,303'•• "e -607;W'
607. 607,'•x: ' 351,. r ;'<> 351' 4, 35V'- s' 351',^
1;382
1,382.
Spacing of Bolts in -Inches--..:.-
' ::_ 42 -'.- ;:._ 48•,: x
"P,48.
48 w '
r .•48:: : 48-'- -
32'
: 32- s`.
Min Number required w
..„ ......:
�:2•
..
i2ya>
2 f°%• 2' 2. ?.,2.
;2.
d ,2
5oleplate Thickness (actual ;An.).
`!.
1.5
1/2
Shear Wall Number
21
22
23
24
25
26
27
28
29
30
Grid Line (Direction I Column
<1,265.
.: _,120&, ,,:..1,265-
-....1,265:: ,.::1,265
.1,265
1,265
1,265:..
Total Base Shear of Walt (lbs) -
1,934
Line)
C
;,Metal
C
2
Metal
D
1
Metal
D
2
!bletal
E
1
!-Metal
E
2
Metal
Metal
!Vletal
i11
Nletal
_
Wall Section at Grid Line
Framing (Metal or Wood)
Height to lateral_ Load_ or Drag
3.00
8.00
ago
18.57
26.157
24.33
24 '33
8.00
8.00
8.00
8.00
32.00
40.30
24.33
24.33
8.00
8.00
8.00
8.00
4.00
4.57
4.67
4.00
8.00
8.00
8.00
Shearriail
8.00
12.90
4.67
4.67
4.00
81,10 8.00
3.00 8.00
800 8.00
Plot Information
;8.67 37.33
21.34 40.00
2.67 2.67
8 110
8.f0
8.'3.0
#N/A
8.00
8.00
8.00
#N/A
3.00
3.0C•
8.130
#N/A
Boo
8.00
8.00
#N/A
Lateral Unbraced Height
Plate to Plate Height
Note: Origin in lower left corner
Start X-coordinate
End X - Coordinate
Start Y -coordinate
End Y - Coordinate
Shearwall Width
Governing Force - Enter 0.85 for
Seismic and 1.0 for Wind.
0.85
20
0.85
20
0.35
20
0.85
20
0.85
20
0.85
20
0.85
20
0.85
20
0.85
20
0.85
20
Roof Dead Load (RDL) plf
Exterior Wall Dead Load (WDL) -
plf
20
212.00
20
212.00
20 20
''_0 00 220.00
20
389.00
20
389.00
20
20
20
20
Applied Lateral Load (vj, in plf)
Replacement or additional Drag-
ragload
load(lbs)
Roof or Floor Tributary Area to
resist uplift in feet
4.00
14.00
1.00
1.00
1.00
1.00
-1.33
1.00
1.r.(`
1.00
Applied load for header at left of
shearwall in pounds
Applied load for header at right
of shearwall in pounds
Shearwall Ratio
1.00
,1.00
2.00
2.00
3.00
3.00
#NIA
#N/A
#N/A
#N/A
Total Lateral + Drag (plf)
212
- 212
220
"1220
389
389'
#N/A
#N/A
#N/A
#N/A"
Weight of Shearwall in pounds
1,280
1,280'
640
"''-T 40
427
427.
#N/A
#NIA
#NIA
#N/A,
Weigh of Roof/Floor above wall in'".
x -y
ptf
280" .' %',"180'r
" 20
`,&-'20
20
20
20
201
20
20 "
-•-•-
-�- tr
-T
�.` = +-L'Ts3
-
.�'.
r' �%._
Overturning Moment - ft -kips
15 `.
,J5f-
8
8
9 �
^, 9� -�
.:#N/A
#N/A'
#N/A
#N/k
-
Resisting Moment at Right Side
of Wall in kis
12 -"•
4,12
11,r
1.1'
#N/A
#N/A'
#N/A
#N/Au
Resisting Moment at Left Side of:
Wall in kis
12
12. ,
1
`1 .'
1
;r1
#N/A
#N/A'
#N/A
#N/A
i_ T .`. f .. .. -T� -�C"'+m' -.
-SL
: y...y fea3� �'�
-..- i - ''�� y. _ LT
Tjrt•iT
'-�
�...`
Is HD at Corner? 1=Yes O=No •
1
HD
1
HD
1
HO
1
HD
1
HD
1
HD
1
HD
1
HD
1
HD
1
HD
Enter Simpson HD, PA or FTM
Uplift at Right side of wa(1"in lbs
344- 7 ; 344-
1842-.-:[F 84Z
3873..
:. '-3873', -- : #N/A
#N/A I
#N/A
I #N/AY
Holddown Required
HD2A ..'-
H02A jHl32A
HDZA. ti- IH136A ,
H136A-N
:" #NIA
I #NIA'-
#VIA
I #NIA•
Is HD at Corner7-1=Yes 0=Nd
1 1
HD HD
344 344f
1
HD
-11842-.71'
1
HD
-..w•.., -5.
•. t1842
1 1
HD HD
v '."i.. -..... ...+*-,
., 3873 3873.E
1
HD
•-:.
#NIA
1
HD
#N/A''
1
HD
#N/A
1
_HD
#NIX.
Enter Simpson HD, PA or FTM
Uplift at Left side of wall in Ibs
Holddown:Required
HD2A f ; HD2A
H1132A
' HD2A'r. "
HD5A HD6A
-#IWA
#V/A
#VIA
#V/A:-:'
_. � .:
•^..*•� _". -eiF .: _ _+: t�
.�+u �-,.-.-�,,,,� �'�;`.•-��. .. .��..,--.�,----_ jay
�� :-G+.. +.-e� - T [T��a.T .- �T '��F �f7'?rs!?'�• -• '_'-.. 5�� ' •TYiSF
M-
5oleplate Thickness (actual ;An.).
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
1.5
1/2
Diameter of Anchor Bolt (in.)"
Capacity per bolt in..pounds.,t >., .'.:,
1,265-
_..1,265:'._
<1,265.
.: _,120&, ,,:..1,265-
-....1,265:: ,.::1,265
.1,265
1,265
1,265:..
Total Base Shear of Walt (lbs) -
1,934
1,934,
999 .
`x,999°�
1,118
1018`
#NIA
#NIA
#NIA
#N/A
Spacing of Bolts in Inches .<`, -
„ 48- "-.....
48 r
' 48..
48:.-�
32:-
- 32,..
#NIA
#N/A
#N/A
#N/A. .
Min Number required .....'--Z"
2
2
2'
2
2'7--
#N/A
#N/A
#N/A '
#N/A
NEU-Til
50
40
30
20
10
0
-10 #-o
-10
I 15 16
3 � � 7
6 19
Shearwall Layout
17 18 I
11 A
114
20 n
10
21 22
�� 13 C
15 9
D
23 24 g L J 1�
,0 E
25 26
0
10
20
30
40
50
BEAMS AND HEADERS
ALL BEAMS TO BE CONSTRUCTED OF DOUBLE WCJ
(STEELERS) STEEL BOX BEAMS WITH FLANGE TO
FLANGE CONNECTION WITH TOP AND BOTTOM
TRACK AS NOTED IN STANDARD DETAIL ON SHEET
D-01 EXCEPT AS INDICATED BELOW:
INTERIOR NON-BEARING PARTITIONS: MAY BE
CONSTRUCTED PER TYPICAL DETAIL ON SHEET D-02
FOR NON-BEARING HEADERS.
BEARING HEADERS 6'-0" TO 8'-0" WIDE: MAY BE
CONSTRUCTED OF WCJxl2"xl6 GAUGE Fy=50ksi BOX
BEAMS.
BEARING HEADERS 4'-0" TO 6'-0" WIDE: TO BE
CONSTRUCTED OF WCJx8"x18 GAUGE Fy=33ksi BOX
BEAMS.
BEARING HEADERS LESS THAN 4'-0": TO BE
CONSTRUCTED OF WCJx6"x20 GAUGE Fy=33ksi BOX
BEAMS.
GARAGE HEADER WITH NO GREATER THAN 5'-0" OF
ROOF TRIBUTARY TO BE CONSTRUCTED OF
WCJxl2"x16 GAUGE Fy=50ksi BOX BEAMS.
Note: Design of headers and beams assumes a tributary load
of 20'-0" plus F-0" eave with Roof Dead Load of 20 psf and
Roof Live Load of 16 psf (no live load reduction used).
Garage header assumes a roof tributary for design load
calculations of 4'-0" + V-0" eave depth.
Mmax for unpunched "J" section: Sx (gross)*Fy/1.67