BPAT2019-003478-495 CALLt TAMPICO D "i- Q"
LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Permit Type/Subtype: PATIO COVER/SPECIAL/ENGINEERED DESIGN - OPEN/ENCLOSED
Application Number: BPAT2019-0034
Property Address: 51050 CALLE OBISPO
APN: 770142001
Application Description: VARDUHI / 441SF WOOD PATIO COVER IN SIDE YARD
Property Zoning:
Application Valuation: $3,500.00 z a
Applicant: P
/L/,Jy",~\`\"i
VARDUHI TOVMASYAN
51050 CALLE OBISPO OCT 0 4 2019
LA QUINTA, CA 92253
CITY OF IA QIIIHTA
DESIGN & DEVELOPMENT DEPARTMENT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
(commencing with Section 7000) of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: _ License No.:
Date:
Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any
structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the
alleged exemption. Any violation of Section 703 1. 5 by any applicant for a permit
Vs
the applicant to a civil penalty of not more than Five hundred dollars ($500).:
owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the 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 of proving that he
Xo id not build or Improve for the purpose of sale.).
as owner of the property, am exclusively contracting with licensed contractors to
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State
License Law does not apply to an owner of property who builds or improves thereon,
and who contracts for the projects with a contractor(s) licensed pursuant to the
Contractors' State License Law.).
(_) I am exempt under Sec. B.&P.C. forte" asrxY� on
Date/0_ V q - / V Owner
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a constr n lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 10/4/2019
Owner:
VARDUHI TOVMASYAN
51050 CALLE OBISPO
LA QUINTA, CA 92253
Contractor:
OWNER BUILDER
LIc. No.:
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
Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My workers' compensation insurance carrier and policy number are:
Carr' r: Policy Number:_
Jertify that in the performance of the work for which this permit is issued, I
shai note ploy any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Cod h
comply with those provisions. VUTO
Date: a"C)q'plicant:
WARNING: FAILURE TO SECURE WORKERS'COMPENSATION COVERAGE IAND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL F
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this 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 application , the owner, and the applicant, each agrees to, and shall
defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
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 county ordinances and state laws relating to build'
construction, and hereby authorize representatives of this city to enter upo the ov
mentioned property for inspection purposes.
Date:( _OY � ignature(ApplicantorAgent):
10/4/2019
Application Number:
Property Address:
APN:
Application Description
Property Zoning:
Application Valuation:
Applicant:
VARDUHI TOVMASYAN
51050 CALLE OBISPO
LA QUINTA, CA 92253
BPAT2019-0034
51050 CALLE OBISPO
770142001
VARDUHI / 441SF WOOD PATIO COVER IN SIDE YARD
$3,500.00
Owner:
VARDUHI TOVMASYAN
51050 CALLE OBISPO
LA QUINTA, CA 92253
Contractor:
OWNER BUILDER
Llc. No..
Detail: 441SF TRELLIS PATIO COVER AT REAR YARD [ENGINEERING] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. PER 2016
CALIFORNIA BUILDING CODES.
FINANCIAL•• •
DESCRIPTION ACCOUNT QTY AMOUNT
BSAS SB1473 FEE 101-0000-20306 0 $1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.27
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$105.66
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $212.93
DESCRIPTION
ACCOUNT
CITY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416
0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50
DESCRIPTION
ACCOUNT
QTY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
op
WORNI F -
PLAN LOCATION:
Project Address: 5-IC>�1� Project Description:
APN #: PeY-6,o CA
Applicant Name:
Address:
City, ST, Zip: C-G� C' `Z. 2-Y3
Telephone:
Email: , Valuation of Project $ 3
Architect/Engineer Name:
Address:
City, St, Zip
Telephone:
Email:
State Lic: City Bus Lic:
Construction
Grading:
Bedrooms: I Stories:
/6495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
Occupancy:
# Units:
tj,V6 a 0,0pla ?A98
OFFICE USE ONLY
# Submittal Required Received
T-- - I. ---
I Plan Sets
Structural Calcs
Truss Calcs
Title 24 Calcs
Soils Report
Grading Plan (PM10)
Landscape Plan
Subcontractor List
Grant Deed
HOA Approval
I
�chool Fees
Burrtec Debris Plan
Planning approval
Public Works approval
Fire approval
City Business License
comdev
From: comfort ride <
Sent: Monday, June 17, 2019 3:20 PM
To: comdev
Subject: authorization to pull permit
EXTERNAL: This message originated outside of the City of La Quinta. Please use proper judgement and caution when opening
attachments, clicking links or responding to requests for information.
To whom it may concern,
I Varduhi Tovmasyan authorize my son Tiofil Grigoryan to pull any and all permits for me.
I am currently in La quinta,Ca but am not available to submit the permit application myself.
Fell free to call me if you have any questions.
Best,
Varduhi Tovmasyan
(
Jack Lima
From:
comfort ride <
Sent:
Friday, October 4, 2019 10:37 AM
To:
Jack Lima
Subject:
Re: Patio Permit BPAT2019-0034
EXTERNAL: This message originated outside of the City of La Quinta. Please use proper judgement and caution when opening
attachments, clicking links or responding to requests for information.
Please add Artur Grigoryan as an authorized signee to pick up my permits
Sent from Yahoo Mail for Whone
On Friday, October 4, 2019, 10:26 AM, Jack Lima <jlima@laquintaca.gov> wrote:
Good Morning Ms. Tovmasyan,
Please provide the name of the individual you would like to add to the permit as an
authorized signee. This way when he returns we will be able to issue the permit to him.
This is in reference to permit BPAT2019-0034 for a patio cover at 51050 Calle Obispo.
Please let me know if you have any questions.
Respectfully,
ta Qwkra
— CALIFORNIA
Jack Lima C Permit Technician
City of La Quinta
78495 Calle Tampico - La Quinta, CA 92253
760.777.7195
i l i m a@ laq Li intaca.gov
1
T.df 4 4 Q"
P.O. Box 1504
LA QUINTA, CALIFORNIA 92247-1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
BUILDING & SAFETY DEPARTMENT
PROPERTY OWNER'S PACKAGE
(760) 777-7012
FAX (760) 777-7011
Disclosures & Forms for Owner -Builders Applying for Construction Permits
IMPORTANT! NOTICE TO PROPERTY OWNER
Dear Property Owner:
An application for a building permit has been submitted in your name listing yourself as the builder of the property
improvements specified at a Re C)bc3aO , i g k�l �'k (_ ;j -S 3 .
We are providing you with an Owner -Builder Acknowiedgm nt and Inforn-Ation Verification Form to make you aware of your
responsibilities and possible risk you may incur by having this permit issued in your name as the
Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision,
signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice
unless you, the property owner, obtain the prior approval of the permitting authority.
OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION
DIRECTIONS: Read and initial each statement below to signify you understand or verb this information.
V�
1 1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder"
building permit that erroneously implies that the property owner is providing his or her own labor and material personally. 1, as
an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person
and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those
injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers
`�(
onmyproperty.
V ` 2. 1 understand building permits are not required to be signed by property owners unless they are responsible for the
construction and are not hiring a licensed Contractor to assume this responsibility.
y f 3. 1 understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect
myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my
,01AM.
V 4. 1 understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on
permits and contracts.
\1� 5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value
of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer"
under state and federal law.
y�6. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal
government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment
compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial
risk.
��T I understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential
structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed
subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed
under contract with a licensed general building Contractor.
V l 8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any
financial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the
workmanship or materials.
T9. I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue
Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California
Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-
800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors.
V10. 1 am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the
party legally and financially responsible for roposed construction , activity at the following address:
� SHO D _ �Al�i obvvo . I.w Q $,6 9-ys 5
�11. 1 agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all
applicable laws and requirements that govern Owner -Builders as well as employers.
U f12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I
have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with
someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss
you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also
important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working
on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors,
you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers'
compensation insurance coverage.
Before a building permit can be issued, this form must be completed and signed by the property owner and returned to
the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or
other verification acceptable to the agency is required to be presented when the permit is issued to verify the property
owner's signature. �') A
Signature of property owner
Date: V i 711 9
Note: The following Authorization Form is required to be completed by the property owner only when designating
an agent of the property owner to apply for a construction permit for the Owner -Builder. -
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize
the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder
Permit for my project.
Scope of Construction Project (or Description of Work): V) z VJ a Ze bo (_005iffIS to u "�
Project Location or Address: S C/'�l1 b `S00 L(. Q e' Pr J � )5 3
iNaii�eofAiithoriZcdAgerit: ��� �jr��'i[ ��_ieiNU(
Address of Authorized Agent:
vi
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above
information and certify its accuracy. No A copy the owner's driver's license, form notarization, or other verification
acceptable to the agency is required to prese when the permit is issued to verify the property owner's signature.
Property Owner's Signature: Date: 1 711
NEW ATTACHED PATIO COVER
FOR
51050 CALLE OBISPO
6
LA QUINTA CA- 92253
C
PROJECTINFO
ADDRESS: 51M CALLE COISPO
LA QDINTA CA 92253
LEGAL DESCRIPTION:
LOT: 91 MR 0211061 MM p{I/ M V3 5
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ALL CONSTRUCTION SHALL CONFORM
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(FEET &INCHES)
2001 CALIFORNIA BUILDING CODE.
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NOTES:
1. 32" RAFTER SPACING IS ALLOWABLE
FOR OPEN LATTICE PATIO COVERS ONLY.
2 FOR SOLID PATIO COVERS (NOT LATTICE)
RAFTER SPAN IS LIMITED TO 10'-0" USING
THIS STANDARD-
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F F rm1rA9LE
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:+r
PLAN NDTEa
1 All acEens abwa m be place aver al mmPcrtl m 90%relaDve
mPamOn m amebas wnD amn a 155T m.mae w.emPenon
] All shb bars m be ®nlemtl in slab, unYn rrore amervnse
3 SaY NPaDwim an allowabr brnng lmtl of i'.9pT �I rns usetla
tl ltle Dd mis peps
e Iea.Iaw.lnlrr 00i"aml r�wwa DnElraa+I .arralrabe
it Yenrala par�C•gtaan lr Fel YlNra aaNeePYb•.
RI1N LEGEND
rni'rGGw"m1 mfow1 ,
tr x 1T CONTINUOUS FOOTING
PER P M
je� SHEAR WALL TYPE AND LENGTH -PER PLMI
HOLDONM TYPE PER SCHEDULE
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WaL OETM LNS4EY �C£ILWL M:fL�
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CITY O-F LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
3ATF DV
Foundation Plan sole: 8'=1'
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a: edY Plalew ®tm r ns
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I
I IIA S111 Wien B-minlmpm embepmenl maV d: aced in lieu of
slang loptmgs All space nB per ON.above for anchor mrtz
Ding encn°r connectors shall DQ anacnea wit pannge lrom the abovevladearMuced oy hall
C
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r
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a�
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w
FIRST r AeLE�'wa
r
a
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i [ilia ]14iw
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SHEAR PANEL SCHEDULE
pLMLLEIIE[JO
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--- xa ,a,aaw.ar
aKo SHEAR
NOTES
PROPOSED SHEAR WALL PER SCHEDULE AND POST
psswnT
umlxc xurwc shun min _ •"zra
�sg
Sono u
® PER PLAN
ry
oar t
Allexlenorwattsminave(mrnlprywom oltrz-srucrzw/m nans �m B'tx Oc ROOFaFLoORFRAMINO
(ryp exeq where smar wall occurs
NOTES
'�� SHEAR WALL TYPEANDLENGT FEERPLAN
_
i^•r
tlr p ;
Dsal_ da Oownepe rs6pecrrpalions 1
cSB 5lrul;al sra ryn 1in51
vA =WsrAmve
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HOEDOWN TYPE, PER SCHEDULE
r• r >A v r '
r y v
ax dc�e coal ng cegw d-ma^lwrae
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0 RAG LINE -BOUNDARY NA I L ALONG THI S L I N E(atl�
mho Connector bore se wood reming requrrelstee�vlatewasners in accordance 3
woes bcyom art cnear walls wilnqulanymtenugion
Run pV3
fi"de, MIN) TOP PLATE TO BE CO NTINUOUS, SPLICE PER,
TYPICAL DETAIL ON SHEET SO 1 OF GENERAL NOTES
vver ur vs v r •
.w� �. b
- B
Leines
Ie]SOS SdthASLI-BCode a
wool diaphragm narling tq be mspecteb berore mvenng Facegrarn of prywwd shall 5
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n
/
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r p re
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•plr�.aY rnMusMY op Mzrpb4TAa ran.rar•a
POSTABOVE
snn
edges P, dsparm shall mnrorm warn aebte x3oai
ylr.wr Ir.rrrasares �yrnavra+.ed rae.q vaw•�
//��
/r\
s.ai na u° r r Ir
ni L p T
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+w�+a+...r .way.. av+r.e nemna�I allwggd ah
_
FOR SHEAR WALLSTo� USE THE FOLLOWING
comoim 1.ps B5
1) USE 3x MEMBER Al PANEL JOINTS & HORIZONTAL
LOS ANOELES COUNTY NOTES:
n eotasxruu et scacsp xoawuau rxsx.roc
ox x r , m r r
°
° c"FP e" a"' flON
BLOCKING
2) /2 EDGE DISTANCE FROM THE PANEL EDGE AND 3/8
f�
1 Fosterers for presembve-Im—woad
ucx Tno ornwur
FROM THE EDGE OF THE CONNECTING MEMBER
pp re.9W�sr+t. YAIWG
3) EDGE NAILING SHALL BE STAGGERED
galvanizotl stoat per ASTM A1fi3 s+ n... i
2 U. full length Muds (ballgon inure) on Cl y ll '
extorm. waus of moms In vaulted carlmBz ?pall
a^
Y
•IN
L
LL
4—
O
O
w
S-3.a
r -- — 1/4.-1'-0r
9
i
Hip . -.1.Framing
Shear Transfer ••
TA
I OF LA 01UN
SUILflrIN�G�j�� �ORN
CODE
oomPLIANCE
DA7E�—��BY
w. s °�
Ic 1,.,,,i; �,c��
Root Framing r (E] F.xterfer Foeting .
}
• M14ML
1 t �-
Nip Framhrg
Nip Framing
Nat ofcele
Calitomia Framing + e1
Na ft—
(N) Footing to (E) Footing �1 l
xm Tasuie `J
Patio Footing ,
s
Ca.dSlarNh•d Column Footing
• y�f+I�ty
a p�
E�
SD-
Structural Calculations
Prepared For
Markas Design and Construction
6022 Vantage Ave.
North Hollywood, Ca. 91605
Project
Covered Patio Addition
51050 Calle Obispo
La Quinta, Ca. 92253
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
DATE hPli BY J• 1' pp ^ o-'
OOSL�
pit FESS10,
0
Car
No.6 03 w a o
�Ir Exp. 9/30/19 * > N z
LU
C1V 1�. Ll.! ^ s o
ra��IF a 1`UCrQ
L LJ
Q
File No. SM19011 N
0
Table of Contents
Section Title Page # Comments:
1.0 Design Criteria
2
2.0 Loading and Soil Information
3
3.0 ASCE 7-05 Seismic Calculations
4
3.1 Seismic Vertical and Horizontal Distribution
5
4.0 USGS Design Spectral Accelleration
6
5.0 Beam Schedule
7
6.0 Header Specifications
8
7.0 Footing Specifications
8
8.0 Beams, Headers, & Rafters Enercalc Printouts
9
9.0 Column Specifications
19
10.0 Shear Diaphragm Calculations
22
11.0 Shear Wall Calculations
24
12.0 Shearwall Schedule
25
13.0 Holdown Schedule
26
All calculations conform to the 2016 CBC and ASCE 7-10
Job Number SM19011
Project Manager Brad Moser
Date 7/23/2019
Page Number 1 of 26
1.0 Design Criteria:
Code: 2015 International Building Code, 2016 California Building Code - ASCE 7-10
Timber: Douglas Fir -Larch (DF-L), WWPA or WCLIB
2x Wall Framing: DF-L #2 (unless noted otherwise)
2x Rafters & Joists: DF-L #2 " "
Posts & Beams: DF-L #1 " "
Glue -Lam Beams: Simple Span: Grade 24F-V4 (DF/DF)
Cantilevers: Grade 24F-V8 (DF/DF)
Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.)
Engineered Framing: Wood I -Joists: TJI 110,210,230,360,560 ICC ESR-1153
LVL, PSL 1.9E Microllam, 2.0E Parallar ICBO ER-4979
Concrete: Compressive Strength @ 28 days per ASTM C39-96:
Footings: f c = 3000 psi
Grade Beams: f c = 3000 psi
Concrete Block: Grade N-I per ASTM C90-95, f m = 1500 psi per ASTM E447-92
Mortar: Type S Mortar Cement per ASTM C270-95, Min. f m = 1800 psi @ 28 days.
Grout: Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91,
Min. f m = 2000 psi @ 28 days.
Reinforcing Steel: #4 & Larger:
ASTM A615-60 (Fy = 60 ksi)
#3 & Smaller:
ASTM A615-40 (Fy = 40 ksi)
Structural Steel: `W' Shapes:
ASTM A992, Fy= 50-65 ksi
Plates, Angles, Channel ASTM A36, Fy = 36 ksi
Tube Shapes:
ASTM A500, Grade B, Fy= 46 ksi
Pipe Shapes:
ASTM A53, Grade B, Fy=35 ksi
Welding Electrodes: Structural Steel: E70-T6
A615-60 Rebar: E90 Series
Bolts: Sill Plate Anchor Bolts & Threaded Rods: A307 Quality Minimum
Steel Moment & Braced Frames: A325 (Bearing, U.N.O.)
Soils: 1500 psf Bearing Pressure
References:
Job Number SM19011
Page Number 2 of 26
2.0 Loading and Soil Information
Roof Loads
Roofing
Sheathing
Framing
Insulation
Ceiling
Misc.
Wall ( Seismic only)
Total DL -
Total LL -
Total DL ( Seismic) -
Basic Wind Speed
Exposure Category
End Zone of Wall
End Zone of Roof
Interior Zone of Wall
Interior Zone of Roof
End Zone of Windward Roof
End Zone of Leeward Roof
Interior Zone of Windward Roof
Interior Zone of Leeward Roof
End Zone of Windward Roof Overhang
Interior Zone of Windward Roof Overhang
Site Clasification
Seismic Use Group
Seismic Design Category
Importance Factor
Response Modification Factor
System Overstrength Factor
Spectral Response Short Period
Spectral Response Long Period
Soil information
2016 CBC Code Minimums
10
psf
Sheathing
1.5
psf
Framing
2.5
psf
Insulation
3.2
psf
Ceiling
1.5
psf
Misc.
2.3
psf
Wall ( Seismic only)
5
psf
21
psf
Total DL
20
psf
Total LL
26
psf
Total DL ( Seismic)
Wind Loading
=
110 mph 3 second gust
=
C
Case 1
=
A 29.16 psf
=
B 10.00 psf
=
C 19.36 psf
=
D 10.00 psf
_
E -27.95 psf
=
F -15.85 psf
=
G -19.36 psf
=
H -13.92 psf
=
Eoh -39.08 psf
=
Goh -30.61 psf
Floor Loads
2.3 psf
5 psf
3.2 psf
2.5 psf
2 psf
10
15 psf
40 psf
25 psf
Case 2
A
0.00
psf
B
0.00
psf
C
0.00
psf
D
0.00
psf
E
0.00
psf
F
0.00
psf
G
0.00
psf
H
0.00
psf
Eoh
0.00
psf
Goh
0.00
psf
Seismic Loading
= D Section 11.4.1 ASCE 7-10 = 0,154 W
= I I Table 1 5 ASCE 7-10
=
D
Section 11.6 ASCE 7-10
=
1.00
Section 11.5 ASCE 7-10
R =
6.5
Table12.2-1 ASCE 7-10
Q. =
2.5
Tablel2.2-1 ASCE 7-10
Ss =
1.5
Seismic ground motion maps chapter 22 ASCE7-10
SL =
0.64
Seismic ground motion maps chapter 22 ASCE7-10
Report Number
Date
Job Number SM19011
Footing Depth = 12 in Project Manager Brad Moser
Footing Width - 12 in Date 7/23/2019
Soil Pressure = 1500 psf Page Number 3 of 26
3.0 ASCE 7-10 Seismic Calculations
I Seismic Reponse Calculations I
Spectral Response Short Period
SS
= 1.5
Input from USGS Program (page 4)
Spectral Response Long Period
SL =
0.64
Input from USGS Program (page 4)
MCER Short Periods
SMS =
Fa Ss
Equation 11.4-1
MCER Long Periods
SM1 =
Fa S,
Equation 11.4-2
Coefficient
Fa =
1.0
Table 11.4-1
Coefficient
F =
1.5
Table 11.4-2
MCER Short Periods
SMS =
1.500
MCER Long Periods
SMi =
0.953
Design Spectral Acceleration Short Period
SpS =
2/3 SMs
Equation 11.4-3
Design Spectral Acceleration Long Period
Soy =
2/3 SM,
Equation 11.4-4
Design Spectral Acceleration Short Period SpS = 1.000
Design Spectral Acceleration Long Period Sp, = 0.635
Seismic Response Coefficient CS = (SDS/(R/Ir)) Equation 12.8-2
Response Modification Factor R = 6.5 Table 12.2-1
Importance Factor Ir = 1.00 Table 12.2-1
Seismic Response Coefficient cs = 0.1538
Maximum Seismic Response Coefficient Calculations
Maximum Seismic Response Coefficient CS = (So,/(TU(R/Ir))) Equation 12.8-3
Approximate Fundamental Period T = Ct h X Equation 12.8-7
Building Period Coefficient Ct = 0.02 Table 12.8-2
Building Period Coefficient x = 0.75 Table 12.8-2
Approximate Fundamental Period T„ = 0.1524398
Maximum Seismic Response Coefficient CS = 0.6409
IMinimum Seismic Response Coefficient Calculations I
Minimum Seismic Response Coefficient CS = 0.044(Soslr) Equation 12.8-5
Minimum Seismic Response Coefficient CS = 0.0488
Seismic Base Shear V = 0.1538 W
Equation 12.8-1
Job Number
Project Manager
Date
Page Number
SM19011
Brad Moser
7/23/2019
4 of 26
Shearwall Uplift Calculation
I Seismic Formula Used I
Base Shear = BS
Wall Height = HW
Diaphragm Dead Load = DDL
Tributary Length = TL
Additional Wall Load = AWL
Wall Length = WL
Uplift = (BS*HW) _ 0.6[(DDL*TL)+AWowi-
2
Wind Formula Used
Wind Suction Load = WSL
Uplift - (BS*HW) _ 0.6((DDL*TL)+AWL)WL _ (WSL)(TL)(WL)
2 2
Seismic Vertical and Horizotal Distribution
Vertical Distribution of Seismic Forces Cv(12.e.3)
Level
Height From
Base
Area of
Diaphragm
Weight (psf)
Area*W* H
(pcf)
Cv
1
9
1478
26
345852
1.00
2
0
0
0
0
Total:
1.0000
Horizontal Distribution of Seismic Forces Vx (12.e.4)
Level
W
V
Cv
VL
Vx
1
38428
0.1538
1.00
5380
5380
2
Total:
38428
1.00
5380
5380
W= area of diaphragm x Weight
Rho = 1.3
VL=Vx=W x V x Cv x 0.7 x Rho
Job Number
Project Manager
Date
Page Number
1115-2300
Brad Moser
7/15/2016
5 of 26
7/22/2019
U.S. Seismic Design Maps
51050 Calle Obispo
Latitude, Longitude: 33.6779571,-116.295927
"pDomino's Pizza La Quinta Village
Shopping Center
U.& Bank Branc
Calle Tampico 9La Quinta Library
Old Town La Quinta City of La Quinta
c
0
co
Go 9le 4`Pnida La Fonda
Date
Design Code Reference Document
Risk Category
Site Class
I
Calle Tampico p
c
c
�ro
GB
OSHPD
A.,,e Naranja
Ave La Jarita
Avenida La Fonda
7/22/2019, 3:45:10 PM
ASCE7-10
11
D - Stiff Soil
Type
Value
Description
Ss
1.5
MCER ground motion. (for 0.2 second period)
St
0.635
MCER ground motion. (for 1,0s period)
SMS
1.5
Site -modified spectral acceleration value
SM1
0.952
Site -modified spectral acceleration value
SDS
1
Numeric seismic design value at 0.2 second SA
SDt
0.635
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
D
Seismic design category
Fa
1
Site amplification factor at 0.2 second
Fv
1.5
Site amplification factor at 1-0 second
PGA
0,554
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.554
Site modified peak ground acceleration
TL
8
Long -period transition period in seconds
SsRT
2.097
Probabilistic risk -targeted ground motion, (0.2 second)
SsUH
1.987
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.5
Factored deterministic acceleration value, (0.2 second)
S1RT
0.784
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.77
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
SID
0.635
Factored deterministic acceleration value. (1.0 second)
PGAd
0.554
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
1.055
Mapped value of the risk coefficient at short periods
CR1
1.018
Mapped value of the risk coefficient at a period of 1 s
ro
0
0
Map data 02019
https://seismicmaps.org 1/2
5.0 Beam Specifications
Beam #
Size
Grade and Type
Location
Beam #1
1 3/4"x11 7/8"
1.9E LVL
Hip Beam
Beam #2
5 1/4"x11 7/8"
1.9E LVL
Ceiling Beam
Beam #3
5 1/4"x11 7/8"
1.9E LVL
Roof Beam
Beam #4
5 1/4"x11 7/8"
1.9E LVL
Roof Beam
Job Number
Project Manager
Date
Page Number
SM 19011
Brad Moser
7/23/2019
7 of 26
Header Specifications
Size Grade and Type Length Level
1 3/4"xl1 7/8" 1.9E LVL 9'-0" Roof Load Only
Footing Specifications
Header #
HDR 1
HDR 2
HDR 3
HDR 4
Footing Width - 12 in Allowable Soil Bearing Pressure = 1500 psf
Footing Depth - 12 in Maximum allowable load on footing = 1500 plf
Minimum # Bars - 2 Top and Bottom Maximum point load on continuous footing = 7414 #
Size of Bars = 4 Area of steel used for calculations = 0.39 in
Pad Footing Specifications
Footing # Size Depth Rebar
Job Number
Project Manager
Date
Page Number
Maximu
m Load
SM19011
Brad Moser
7/23/2019
8 of 26
LaChaine and Associates
240 E.Hwy 246, Suite 104
Buellton, Ca. 93427
(805) 686-1954
0
0
Wood Beam
Project Title: Calle Obispo
Engineer: Bradley C. Moser
Project ID: SM19011
Project Descr: New Covered Patio Addition
Software
INC. 1983-2019, Build: 10. 19.1.27 .
DESCRIPTIO Beam 1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis MethoAllowable Stress Design
Fb +
2600 psi
E : Modulus of Elasti
Load Combinati4SCE 7-16
Fb -
2600 psi
Ebend- xx 1900 ksi
Fc - Prll
2510 psi
Eminbend - x 965.71 ksi
Wood Species Trus Joist
Fc - Perp
750 psi
Wood Grade MicroLam LVL 1.9 E
Fv
285 psi
Ft
1555 psi
Density 42.01 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
1 75x11.875
Span = 14.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added
to loads
Load for Span Number 1
Varying Uniform Load : D= 0.0210->0.0210,
Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 14.0 ft, Trib Width = 1.0->11.0 ft, (Roof)
DESIGN SUMMARY
SEE=
'
Maximum Bending Stress Ratio =
0.564 1 Maximum Shear Stress Ratio =
0.367 : 1
Section used for this span
1.75x11.875
Section used for this span
1.75x11.875
fb : Actual =
1,833.75psi
fv : Actual =
130.85 psi
FB : Allowable =
3,250.00psi
Fv : Allowable =
356.25 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
7.920ft
Location of maximum on span =
13.029ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.225 in Ratio =
746 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.473 in Ratio =
355 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span# M V
Cd CFN Ci Cr Cm
Ct CL M fb Fb
V fv F'v
+D+H
0.00
0.00 0.00 0.00
Length = 14 0 ft 1 0.410 0.266
0.90 1.000 1.00 1 00 1.00
1.00 1.00 3.29 960,03 2340.00
0.95 68.31 256.50
+D+L+H
1.000 1.00 1.00 1.00
1.00 1.00 0.00
0.00 000 0,00
Length = 14.0 ft 1 0 369 0.240
1.00 1.000 1 00 1 00 1.00
1.00 1.00 3.29 960.03 2600.00
0.95 68.31 285.00
+D+Lr+H
1000 1.00 100 1.00
100 100 0.00
0.00 0.00 0.00
Length = 14.0 ft 1 0.564 0.367
1.25 1.000 1.00 1.00 1.00
1.00 1.00 6.29 1,833.75 3250.00
1.81 130.85 356.25
+D+S+H
1000 1.00 100 1.00
100 100 0.00
0.00 0.00 0.00
Length = 14.0 ft 1 0 321 0.208
1.15 1.000 1.00 1.00 1.00
1.00 1.00 3.29 960.03 2990.00
095 6831 327.75
LaChaine and Associates
240 E.Hwy 246, Suite 104
Buellton, Ca. 93427
(805) 686-1954
0
0
Wood Beam
DESCRIPTIO Beam 1
Load Combination Max Stress Ratio
Segment Length Span #
M
V
+D+0.750Lr+0.750L+H
Length = 14.0 ft 1
0.497
0.323
+D+0.750L+0.750S+H
Length = 14 0 ft 1
0.321
0.208
+D+0.60W+H
Length = 14.0 ft 1
0.231
0.150
+D+0.750Lr+0.450W+H
Length = 14.0 ft 1
0.388
0.253
+D+0.750S+0.450W+H
Length = 14.0 ft 1
0.231
0.150
+0.60D+0.60W+0.60H
Length = 14.0 ft 1
0.138
0.090
+D+0.70E+0.60H
Length = 14.0 ft 1
0.231
0.150
+D+0.750L+0.750S+0.5250E-
Length = 14.0 ft 1
0.231
0 150
+0.60D+0.70E+H
Length = 14.0 ft 1
0.138
0.090
Overall Maximum Deflections
Project Title: Calle Obispo
Engineer: Bradley C. Moser
Project ID: SM19011
Project Descr: New Covered Patio Addition
s
Software copyrightENERCALC, INC.1983-2019, Build:10.19,1.27 f�
r.r
Moment Values
Shear Values
Cd CFN
Ci
Cr
Cm
C t
CL
M
fb F'b
V
fv
F'v
1.000
1.00
1.00
1.00
100
100
0.00
0.00
0.00
0.00
125 1.000
1.00
1.00
1.00
1.00
100
5.54
1,615.31 3250.00
1.60
115.22
356.25
1.000
1.00
1.00
1.00
1.00
1.00
0.00
000
0.00
000
1.15 1.000
1.00
1 00
1.00
1.00
1.00
3.29
960.03 2990.00
0.95
68.31
327.75
1.000
1.00
100
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.60 1.000
1.00
1.00
1.00
1.00
1.00
3.29
960 03 4160.00
0.95
68.31
456.00
1.000
1.00
1.00
1.00
1.00
1.00
000
0.00
0.00
0.00
1.60 1.000
1.00
1.00
1.00
1.00
1.00
5.54
1,615.31 4160.00
1.60
115.22
456.00
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.60 1.000
1,00
1.00
1. 00
1.00
1.00
329
960.03 4160.00
0.95
6831
456.00
1.000
100
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1 60 1.000
1 00
1.00
1.00
1.00
1 00
1.97
576.02 4160.00
0.57
40.99
456.00
1.000
1 00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.60 1.000
1 00
1.00
1.00
1.00
1.00
3.29
960.03 4160.00
0.95
68.31
456.00
1.000
1.00
1.00
1.00
1 00
1.00
000
0.00
0.00
0.00
1.60 1.000
1.00
1.00
1.00
1.00
1.00
3.29
960.03 4160.00
0.95
68.31
456.00
1.000
1.00
1 00
1.00
1.00
1.00
0.00
0.00
000
000
1.60 1.000
1 00
1.00
1,00
1 00
1.00
1.97
576.02 4160.00
0.57
40.99
456.00
Load Combination Span Max. "" Defl Location in Span Load Combination
+D+Lr+H 1 0.4727 7.255
Vertical Reactions
Load Combination
Overall MA%mum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.75OLr+0.750L+H
+D+O 750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.450W+H
+D+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D+0.70E+0.60H
+D+0.750L+0.750S+0.5250 E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Support notation : Far left is #,
Support 1 Support 2
1.286
2.243
0.607
1.073
0 679
1 169
0.679
1.169
1.286
2.243
0 679
1.169
1.134
1.974
0 679
1.169
0.679
1 169
1.134
1.974
0.679
1.169
0.408
0 702
0.679
1.169
0.679
1.169
0.408
0.702
0.679
1.169
0.607
1.073
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
LaChaine and Associates Project Title: Calle Obispo
240 E.Hwy 246, Suite 104 Engineer: Bradley C. Moser
Buellton, Ca. 93427 Project ID: SM19011
(805) 686-1954 Project Descr: New Covered Patio Addition
0
0
Wood Beam Software copyright ENERCALC, INC. 1983-2019. Build: 10.19.1.27 .
DESCRIPTIO Beam 2
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis MethoAllowable Stress Design Fb +
2,600.0 psi
E : Modulus of Elasti
Load CombinatiASCE 7-16 Fb -
2,600.0 psi
Ebend- xx 1,900.Oksi
Fc - Prll
2,510.0 psi
Eminbend - x 965.71 ksi
Wood Species Trus Joist Fc - Perp
750.0 psi
Wood Grade MicroLam LVL 1.9 E Fv
285.0 psi
Ft
1,555.0 psi
Density 42.010 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(1.17) Lr(1.07)
D 0.027993 Lr 0.02666
5.25x11.875
Span = 20.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0210, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof)
Point Load: D = 1.170, Lr = 1.070 k @ 10.0 ft, (Beam 1)
Point Load : D = 1.170, Lr = 1.070 k @ 10.0 ft, (Beam 1)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.779 1 Maximum Shear Stress Ratio =
Section used for this span
5.25x11.875
Section used for this span
fb : Actual =
2,532.68 psi
fv : Actual =
FB : Allowable =
3,250.00 psi
Fv : Allowable =
Load Combination
+D+Lr+H
Load Combination
Location of maximum on span =
10.000ft
Location of maximum on span =
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
0.515 in Ratio =
466 >=360
Max Upward Transient Deflection
0.000 In Ratio =
0 <360
Max Downward Total Deflection
1.121 in Ratio =
214 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V Cd CFN C i Cr
+D+H
Length = 20.0 ft 1
0.582
0.149
0.90 1.000
1.00
1.00
+D+L+H
1.000
1.00
1.00
Length = 20.0 ft 1
0 524
0 134
1 00 1 000
1.00
1.00
+D+Lr+H
1.000
1 00
1.00
Length = 20.0 ft 1
0 779
0.196
1.25 1 000
1 00
1.00
+D+S+H
1.000
1 00
1.00
Length = 20.0 ft 1
0.456
0.117
1 15 1.000
1.00
1.00
Moment Values
7Ptirjn C
0.196 : 1
5.25x 11.875
69.76 psi
356.25 psi
+D+Lr+H
0.000 ft
Span # 1
Cm C t CL M fb F'b V
0.00
0.00
100
1.00
1.00
14.01
1,362.43
2340.00
1.59
1.00
1.00
1.00
0.00
0.00
1.00
1.00
100
14.01
1,362.43
2600.00
1.59
1.00
1.00
1.00
0.00
0.00
1.00
1.00
1 00
26.04
2,532.68
3250.00
2.90
1.00
1.00
1.00
0.00
0.00
1.00
1.00
1.00
14.01
1,362.43
2990.00
1.59
Shear Values
fv F'v
0.00 0.00
38.21 256.50
0.00 0.00
38.21 285.00
0.00 0.00
69.76 356.25
0.00 0.00
3821 327.75
LaChaine and Associates Project Title: Calle Obispo
240 E.Hwy 246, Suite 104 Engineer: Bradley C. Moser
Buellton, Ca. 93427 Project ID: SM19011
(805) 686-1954 Project Descr: New Covered Patio Addition
0
0
Wood Beam Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.27
DESCRIPTIO Beam 2
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
Cd CFN
C i
Cr
Cm
C t
CL
M
fb F'b
V
fv
F'v
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
000
000
0.00
0.00
Length = 20.0 ft 1
0.689
0.174
1.25 1.000
1.00
1.00
1.00
1.00
1.00
23.03
2,240.12 3250.00
2.57
61.87
356.25
+D+0.750L+0.750S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.456
0.117
1.15 1.000
1.00
1.00
1.00
1.00
1.00
14.01
1,362.43 2990.00
1.59
38.21
327.75
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.328
0.084
1.60 1.000
1.00
1.00
1.00
1.00
1.00
14.01
1,362.43 4160.00
1.59
38.21
456.00
+D+0.750Lr+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.538
0 136
1.60 1.000
1.00
1.00
1.00
1.00
1.00
23.03
2,240.12 4160.00
2.57
61.87
45600
+D+0.750S+0 450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.328
0.084
1.60 1.000
1.00
1.00
1.00
1.00
1.00
14.01
1,362.43 4160.00
1.59
38.21
456.00
+0.60D+0.60W+0.60H
1.000
100
100
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.197
0 050
1.60 1.000
1.00
1.00
1.00
1.00
1 00
8.41
817.46 4160.00
0.95
22.92
456.00
+D+O 70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.328
0.084
1.60 1.000
1.00
1.00
1.00
1.00
1.00
14.01
1,362.43 4160.00
1.59
38.21
45600
+D+0.750L+0.750S+0.5250E-
1.000
100
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.328
0.084
1.60 1.000
1.00
1.00
1.00
1.00
1.00
14.01
1,362.43 4160.00
1.59
38.21
456.00
+0.60D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.197
0.050
1.60 1.000
1 00
1 00
1.00
1.00
1.00
8.41
817.46 4160.00
0.95
22.92
456.00
Overall Maximum Deflections
Load Combination
Span
Max. "" Defl Location in Span
Load Combination
Max. "+"
Defl Location in Span
+D+Lr+H
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.450W+H
+D+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D+0.70E+0.60H
+D+0.750L+0.750S+0.5250 E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
1.1215
10.073
Support notation
Support 1 Support
2
2.968
2.968
1.337
1,337
1.632
1.632
1 632
1.632
2.968
2.968
1.632
1.632
2 634
2.634
1.632
1.632
1.632
1.632
2.634
2.634
1.632
1.632
0.979
0.979
1 632
1.632
1.632
1.632
0.979
0.979
1 632
1.632
1.337
1.337
0.0000 0.000
Far left is #' Values in KIPS
LaChaine and Associates Project Title: Calle Obispo
240 E.Hwy 246, Suite 104 Engineer: Bradley C. Moser
Buellton, Ca. 93427 Project ID: SM19011
(805) 686-1954 Project Descr: New Covered Patio Addition
0
0
Wood Beam Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.27 .
Licensee : Bradley Moser, KW-06012
DESCRIPTIO Beam 3
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
_
Load Combination Set: ASCE 7-16
Material Properties
Analysis MethoAllowable Stress Design
Fb +
2,600.0 psi
E : Modulus of Elasti
Load CombinatiASCE 7-16
Fb -
2,600.0psi
Ebend-xx
1,900.Oksi
Fc - Prll
2,510.0 psi
Eminbend - x
965.71 ksi
Wood Species Trus Joist
Fc - Perp
750.0 psi
Wood Grade MicroLam LVL 1.9 E
Fv
285.0 psi
Ft
1,555.0psi
Density
42.010pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(1.63) Lr(1.34)
c D(0.021.0.231) Lr{0.02,0.22)
D 4.21 Lr(0
5.25x l 1.875
Span
= 17.50 ft
_Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Point Load: D = 1.630, Lr = 1.340 k @ 10.0 ft, (Beam 2)
Uniform Load : D = 0.0210, Lr = 0.020 ksf, Extent = 10.0 -->> 17.50 ft, Tributary Width = 10.0 ft, (Roof)
Varying Uniform Load : D= 0.0210->0.0210, Lr= 0.020->0.020 ksf, Extent = 0.0 - > 10.0 ft, Trib Width = 1.0->11.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
fb : Actual =
FB : Allowable =
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.799 1 Maximum Shear Stress Ratio =
0.321 : 1
5.25x11.875
Section used for this span
5.25x11.875
2,596.52 psi
fv : Actual =
114.53 psi
3,250.00psi
Fv : Allowable =
356.25 psi
+D+Lr+H
Load Combination
+D+Lr+H
9.964ft
Location of maximum on span =
16.542ft
Span # 1
Span # where maximum occurs =
Span # 1
0.436 in Ratio =
481 > 360
0.000 in Ratio =
0 <360
0.952 in Ratio=
220-180
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V Cd CFN C i Cr
+D+H
Length = 17.50 ft 1
0.601 0.241 0.90 1.000
1.00
1 00
+D+L+H
1.000
1.00
1.00
Length = 17.50 ft 1
0.541 0.217 1.00 1.000
1 00
1.00
+D+Lr+H
1 000
1.00
1.00
Length = 17.50 ft 1
0.799 0 321 1.25 1 000
1 00
1 00
+D+S+H
1 000
1.00
1.00
Moment Values
Cm
C t
CL
M
fb Fb
000
1 00
1.00
1.00
14.47
1,407.49 2340.00
1.00
1 00
1.00
0.00
1.00
1.00
1,00
1447
1,407.49 2600.00
1.00
1 00
1.00
0.00
1 00
1.00
1.00
26.70
2,596.52 3250 00
1.00
1.00
1 00
0.00
Shear Values
V
fv
F v
0.00
0.00
0.00
2.57
61 82
256.50
0.00
0.00
0.00
2.57
61.82
285.00
0.00
0.00
000
4.76 114.53 356.25
0.00 0.00 000
LaChaine and Associates Project Title: Calle Obispo
240 E.Hwy 246, Suite 104 Engineer: Bradley C. Moser
Buellton, Ca. 93427 Project ID: SM19011
(805) 686-1954 Project Descr: New Covered Patio Addition
0
0 _
Wood Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO Beam 3
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span#
M V
Cd CFIV Ci
Cr
Cm
Ct
CL
M fb F'b
V
fv
F'v
Length = 17.50 ft 1
0.471 0.189
1.15 1.000 1.00
1 00
1.00
1.00
1.00
14.47 1,407.49 2990.00
2.57
61.82
327.75
+D+0.750Lr+0.750L+H
1.000 1.00
1.00
1.00
1.00
1.00
0.00
000
0.00
0.00
Length = 17 50 ft 1
0 707 0.285
1.25 1.000 1.00
1.00
1 00
1.00
1.00
23.64 2,299 26 3250.00
4.21
101.35
356.25
+D+0.750L+0 750S+H
1.000 1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
000
Length = 17.50 ft 1
0.471 0 189
1.15 1.000 1.00
1 00
1.00
1.00
1.00
14.47 1,407.49 2990.00
2.57
61.82
327.75
+D+0.60W+H
1.000 1.00
1.00
1.00
1.00
100
0.00
0.00
0.00
0.00
Length = 17.50 ft 1
0.338 0.136
1 60 1.000 1.00
1 00
1.00
1.00
1.00
14.47 1,407.49 4160.00
257
61.82
456.00
+D+0.750Lr+0.450W+H
1 000 1.00
1.00
1 00
1.00
1.00
0.00
0.00
000
0.00
Length = 17 50 ft 1
0 553 0.222
1.60 1.000 1.00
1.00
1.00
1.00
1.00
23.64 2,299.26 4160.00
4.21
101.35
456.00
+D+0.750S+0 450W+H
1.000 1.00
1.00
1.00
1.00
1.00
000
0.00
0.00
0.00
Length = 17.50 ft 1
0.338 0 136
1.60 1.000 1.00
1 00
1.00
1.00
1.00
14.47 1,407.49 4160 00
2.57
61.82
456.00
+0.60D+0.60W+0.60H
1.000 1.00
1.00
1.00
1.00
100
0.00
0.00
0.00
0.00
Length = 17.50 ft 1
0.203 0.081
1.60 1.000 1.00
1.00
1.00
1.00
1.00
8.68 844.50 4160.00
1.54
37.09
456.00
+D+0.70E+0.60H
1.000 100
1.00
1.00
100
1.00
0.00
0.00
0.00
0.00
Length = 17.50 ft 1
0.338 0.136
1 60 1.000 a 00
1.00
1.00
1.00
1.00
14.47 1,407.49 4160.00
2.57
61.82
45600
+D+0.750L+0.750S+0.5250E-
1.000 1 00
1.00
1.00
1.00
1.00
0.00
000
0.00
0.00
Length = 17 50 ft 1
0 338 0.136
1.60 1.000 1.00
1.00
1.00
1.00
1.00
14.47 1,407.49 4160.00
2.57
61.82
456.00
+0 60D+0.70E+H
1.000 1 00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 17.50 ft 1
0.203 0.081
1 60 1.000 1.00
1 00
1.00
1.00
1 00
8.68 844.50 4160.00
1.54
37.09
456.00
Overall Maximum Deflections
Load Combination
Span
Max "" Defl Location in Span
Load Combination Max. "+" Defl Location in Span
+D+Lr+H
1
09520
9.069
0.0000
0.000
Vertical Reactions
Support notation
: Far left is #' Values
in KIPS
Load Combination
Support 1 Support 2
�erall MAXimum
3.652F-
5.170
Overall MINimum
1 658
2.382
+D+H
1.995
2 788
+D+L+H
1.995
2.788
+D+Lr+H
3.653
5.170
+D+S+H
1.995
2 788
+D+0.750Lr+0.750L+H
3.238
4.575
+D+0.750L+0.750S+H
1995
2.788
+D+0.60W+H
1.995
2.788
+D+0.750Lr+0.450W+H
3.238
4.575
+D+0.750S+0.450W+H
1.995
2.788
+0 60D+0.60W+0.60H
1.197
1 673
+D+0.70E+0.60H
1.995
2.788
+D+0.750L+0.750S+0.5250E+H
1995
2.788
+0.60D+0.70E+H
1.197
1.673
D Only
1.995
2.788
Lr Only
1 658
2.382
L Only
S Only
W Only
E Only
H Only
LaChaine and Associates
240 E.Hwy 246, Suite 104
Buellton, Ca. 93427
(805) 686-1954
0
0
Wood Beam
DESCRIPTIO Beam 4
CODE REFERENCES_
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Project Title: Calle Obispo
Engineer: Bradley C. Moser
Project ID: SM19011
Project Descr: New Covered Patio Addition
Analysis MethoAllowable Stress Design
Fb +
Load CombinatiASCE 7-16
Fb -
Fc - Prll
Wood Species Trus Joist
FV - Perp
Wood Grade Micro Lam LVL 1.9 E
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Software coowh3ht ENERCALC, INC. 1083-2019, Build:10.19.1.27 .
2600 psi
2600 psi
2510 psi
750 psi
285 psi
1555 psi
E : Modulus of Elasti
Ebend- xx 1900 ksi
Eminbend - x 965.71 ksi
Density 42.01 pcf
❑f0.021.0.231] Lr(0.02,0�� D(0.231,0.0211 Lr�Q.a210.42} a L
4 5.25xl 1.875
Span = 20.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Varying Uniform Load : D= 0.0210->0.0210, Lr= 0.020->0.020 ksf, Extent = 0.0 - > 10.0 ft, Trib Width = 1.0->11.0 ft
Varying Uniform Load : D= 0.021 0->0.021 0, Lr= 0.020->0.020 ksf, Extent = 10.0 - > 20.0 ft, Trib Width = 11.0->1.0 ft
DESIGN SUMMARY
0 0 Ll='!1.` ?1
Maximum Bending Stress Ratio =
0.470 1
Maximum Shear Stress Ratio =
0.162 : 1
Section used for this span
5.25x11.875
Section used for this span
5.25x11.875
fb : Actual =
1,528.50psi
fv : Actual =
57.81 psi
FIB: Allowable =
3,250.00psi
Fv : Allowable =
356.25 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
10.000ft
Location of maximum on span =
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.385 in Ratio = 623 > 360
Max Upward Transient Deflection
0.000 in Ratio = 0 <360
Max Downward Total Deflection
0.789 in Ratio = 304 >=180
Max Upward Total Deflection
0.000 in Ratio = 0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd CF/V C i Cr
Cm C t CL M fb F'b
V fv Pv
+D+H
0.00
0.00 0.00 0.00
Length = 20.0 ft 1 0.335 0.115
0 90 1.000 1.00 1.00
1.00 1.00 1.00 8.05 782.89 2340.00
1.23 29.61 256.50
+D+L+H
1.000 1 00 1.00
1.00 1.00 1.00 0.00
0.00 0.00 0.00
Length = 20.0 ft 1 0 301 0.104
1.00 1.000 1.00 1.00
1.00 1.00 1.00 8.05 782.89 2600.00
1.23 2961 285.00
+D+Lr+H
1.000 100 1.00
1.00 1.00 1.00 0.00
0.00 0.00 0.00
Length = 20.0 ft 1 0.470 0.162
1.25 1.000 1.00 1.00
1.00 1.00 1.00 15.72 1,528.50 3250.00
2.40 57.81 356.25
+D+S+H
1.000 1.00 1.00
1.00 1.00 1.00 000
0.00 0.00 000
LaChaine and Associates Project Title: Calle Obispo
240 E.Hwy 246, Suite 104 Engineer: Bradley C. Moser
Buellton, Ca. 93427 Project ID: SM19011
(805) 686-1954 Project Descr: New Covered Patio Addition
0
0
Wood Beam Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.27 .
DESCRIPTIO Beam 4
Load Combination Max Stress Ratio
Segment Length Span # M V
Length = 20.0 ft 1
0,262
0.090
+D+0.750Lr+0.750L+H
Length = 20.0 ft 1
0.413
0 142
+D+0.750L+0.750S+H
Length = 20.0 ft 1
0.262
0.090
+D+0.60W+H
Length = 20.0 ft 1
0.188
0.065
+D+0.750Lr+0.450W+H
Length = 20.0 ft 1
0.323
0.111
+D+0- 750S+0.450 W+H
Length = 20.0 ft 1
0 188
0.065
+0.60D+0, 60W+0.60H
Length = 20.0 ft 1
0.113
0 039
+D+0.70E+0.60H
Length = 20.0 ft 1
0.188
0.065
+D+0.750L+0.750S+0.5250 E -
Length = 20.0 ft 1
0.188
0.065
+0.60D+0.70E+H
Length = 20.0 ft 1
0.113
0.039
Overall Maximum Deflections
Load Combination
Span M
Vertical Reactions
Load Combination
�ITMA imum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.450W+H
+D+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D+0.70E+0.60H
+D+0.750 L+0.750S+0.5250E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
s Moment Values Shear Values
Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v
1. 55 1.000 1.00 1.00 1.00 1.00 1.00 805 782.89 2990.00 1.23 29.61 327.75
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1 25 1.000 1.00 1.00 1,00 1.00 1.00 13.80 1,342.10 3250.00 2.11 50.76 35625
1.000 1 00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.15 1 000 1 00 1.00 1.00 1.00 1 00 8.05 782.89 2990 00 1.23 29.61 327.75
1.000 1 00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 805 782 89 4160.00 1.23 29.61 456.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 000
1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.80 1,342.10 4160.00 2.11 50.76 456.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1 00 1.00 1.00 1.00 1.00 8.05 782.89 4160 00 1.23 29.61 456.00
1.000 1.00 1,00 1,00 1.00 1.00 0.00 000 000 0.00
1 60 1.000 1.00 1.00 1.00 1.00 1.00 4.83 469.74 4160.00 0.74 17.77 45600
1 000 1.00 1.00 1.00 1.00 1 00 000 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.05 782.89 4160.00 1.23 29.61 456.00
1.000 1.00 1.00 1 00 1.00 1.00 0.00 000 000 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1 00 8.05 782.89 4160.00 1.23 29.61 456.00
1000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00 483 469.74 4160.00 0.74 1777 456.00
ax. "" Deft Location in Span Load Combination Max. "+° Defl Location in Span
0.7892 10.073 0.0000 0 000
Support notation : Far left is #, Values in KIPS
Support 1 Support 2
2.460 2.460
1.200 1.200
1 260 1,260
1.260 1.260
2.460 2.460
1 260 1.260
2.160 2.160
1.260 1.260
1.260 1.260
2.160 2.160
1.260 1.260
0.756 0.756
1.260 1.260
1.260 1.260
0.756 0.756
1.260 1.260
1.200 1.200
LaChaine and Associates Project Title: Calle Obispo
240 E.Hwy 246, Suite 104 Engineer: Bradley C. Moser
Buellton, Ca. 93427 Project ID: SM19011
(805) 686-1954 Project Descr: New Covered Patio Addition
0
0
Wood Beam Software copynght ENERCALC, INC. 1983-2019. Build:10.19.1.27
DESCRIPTIO HDR 1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties _
Analysis MethoAllowable Stress Design
Fb +
2600 psi
Load CombinatASCE 7-16
Fb -
2600 psi
Fc - Prll
2510 psi
Wood Species Trus Joist
Fc - Perp
750 psi
Wood Grade MicroLam LVL 1.9 E
Fv
285 psi
Ft
1555 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Dt0.525 Lr(a.5)
3.5x11, 875
Span =90ft
E ; Modulus of Elasti
Ebend-xx 1900ksi
Eminbend - x 965.71 ksi
Density 42.01 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0210, Lr = 0.020 ksf, Tributary Width = 25.0 ft, (Roof)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.471: 1 Maximum Shear Stress Ratio
Section used for this span
3.5x11.875
Section used for this span
fb : Actual =
1,531.88psi
fv : Actual
FIB: Allowable =
3,250.00psi
Fv : Allowable
Load Combination
+D+Lr+H
Load Combination
Location of maximum on span =
4.500ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.080 In Ratio =
1349> 360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.166 in Ratio =
650 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span #
M
V
Cd CFN
C i
Cr
+D+H
Length = 9.0 ft 1
0 339
0.266
0.90 1.000
1 00
1.00
+D+L+H
1.000
1.00
1 00
Length = 9 0 ft 1
0.305
0 239
1.00 1.000
1.00
1.00
+D+Lr+H
1.000
1.00
1 00
Length = 9.0 ft 1
0.471
0 369
1.25 1.000
1.00
1 00
+D+S+H
1.000
1.00
1.00
Length = 9.0 ft 1
0.265
0.208
1.15 1.000
1.00
1 00
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
Length = 9.0 ft 1
0.415
0.325
1.25 1.000
1.00
1.00
+D+O 750L+0 750S+H
1.000
1.00
1.00
Moment Values
= 0.369 : 1
3.5x11.875
= 131.55 psi
= 356.25 psi
+D+Lr+H
= 8.015 ft
Span # 1
Shear Values
Cm
C t
CL
M
fb
F'b
V
fv
F'v
0.00
0.00
0.00
0.00
1.00
1.00
1.00
5.44
793.36
2340.00
1.89
68.13
256.50
1.00
1.00
1.00
0.00
0.00
000
0.00
1 00
1.00
1.00
5.44
793.36
2600.00
1.89
68.13
285.00
100
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
10.50
1,531.88
3250.00
3.65
131.55
356.25
1.00
1.00
1.00
0.00
0.00
0.00
000
1.00
1.00
1.00
5.44
793.36
2990.00
1.89
68.13
327.75
1.00
1.00
1.00
0.00
0.00
0.00
000
1.00
1.00
1.00
9.24
1,347.25
3250.00
3.21
11570
356.25
1 00
1 00
1.00
0.00
0.00
0.00
000
LaChaine and Associates Project Title: Calle Obispo
240 E.Hwy 246, Suite 104 Engineer: Bradley C. Moser
Buellton, Ca. 93427 Project ID: SM19011
(805) 686-1954 Project Descr: New Covered Patio Addition
0
0
WOOL) Beam Softwarecopygght ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
i.iKVV-06012161
DESCRIPTIO HDR 1
Load Combination Max Stress Ratios
Segment Length Span # M V
Length = 9.0 ft 1
0.265 0.208
+D+0.60W+H
Length = 9.0 ft 1
0.191 0 149
+D+0.750Lr+0.450W+H
Length = 9.0 ft 1
0 324 0.254
+D+0.750S+0.450W+H
Length = 9.0 ft 1
0.191 0 149
+0.60D+0.60W+0 60H
Length = 9.0 ft 1
0.114 0.090
+D+0.70E+0.60H
Length = 9.0 ft 1
0 191 0.149
+D+0.750L+0 750S+0.5250E-
Length = 9.0 ft 1
0.191 0 149
+0.60D+0 70E+H
Length = 9.0 ft 1
0.114 0.090
Overall Maximum Deflections
Load Combination
Span
+D+Lr+H
1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0 750L+H
+D+0.750L+0.750S+H
+D+O 60W+H
+D+0.750Lr+0.450W+H
+D+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D+0.70E+0 60H
+D+0.750 L+0.750S+0.5250 E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Cd CFN
1.15 1.000
1.000
1.60 1.000
1.000
1 60 1.000
1.000
1.60 1.000
1.000
1.60 1.000
1.000
1.60 1 000
1.000
1.60 1.000
1.000
1.60 1.000
Moment Values
Shear Values
Ci
Cr
Cm
C t
CL
M
fb
F'b
V
fv
F'v
1.00
1.00
1.00
1.00
1.00
544
793.36
2990.00
1.89
68.13
32775
Max. "-" Defl Location in Span Load Combination
0.1659 4.533
Support notation : Far left is #'
0.00
Max. "+" Defl Location in Span
0.0000 0 000
Values in KIPS
9.0 Column Specifications
Size
Grade
L (ft)
W, pif
WZ pif
PDT
PL
PL,
CSI
I. / d
4x4
No. 1 D.F.L.
12
10
10
1150
5
1000
0.9644
41
4x6
No. 1 D.F.L.
12
10
10
2550
5
2500
0.9618
26
6x6
No. 1 D.F.L.
12
10
10
8000
5
7600
0.9925
26
6x8
No. 1 D.F.L.
12
10
10
12000
5
12000
0.7525
20
4x8
No. 1 D.F.L.
12
10
10
6250
5
6250
0.9532
20
Notes:
Job Number SM19011
Project Manager Brad Moser
Date 7/23/2019
Page Number 19 of 26
LaChaine and Associates
240 E.Hwy 246, Suite 104
Buellton, Ca. 93427
(805) 686-1954
0
0
Pole Footing Embedded in Soil
-
DESCRIPTIO Cantilevered acolumns
Code References
Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Pole Footing Sha Circular
18.0 in
Calculate Min. Depth for Allowable Pressures
Lateral Restraint at Ground Surface
Allow Passive ............. 250.0 pcf
Max Passive. . . . .......... 1,500.0 psf
Controlling Value
Governing Load CombinatieD+0.70E+0.60H
Lateral Load 1.883 k
Moment 16.947 k-ft
Restraint @ Ground Surface
Pressure at Depth
Actual 1,391.15 psf
Allowable 1,468.75 psf
Surface Retraint Force 8,012.77 Ibs
Minimum Required Depth
Footing Base Area
Maximum Soil Pressure
Applied Loads
Lateral Concentrated Load (k)
D
: Dead Load
k
Lr
: Roof Live
k
L :
Live
k
S :
Snow
k
W
: Wind
1.460 k
E :
Earthquake
2 690 k
H
: Lateral Earth
k
Load
distance above
ground surface
9.0 ft
Load Combination Results
Load Combination
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.450W+H
+D+0.750S+0.450W+H
5.875 ft
1.767 ft"2
4.482 ksf
Project Title: Calle Obispo
Engineer: Bradley C. Moser
Project ID: SM19011
Project Descr: New Covered Patio Addition
Software copyright ENERCALC. INC. 1983-2019, Build:10.19.1.27 .
Point Load
Lateral Distributed Loads (k
TOP of Load above ground surface
BOTTOM of Load above ground surface
0
s
Soil Surface ii Surface Lateral Restraint
� o
r�
rn
- k«
Applied Moment (kft) Vertical Load (k)
k/ft k-ft 4.310 k
k/ft k-ft 3.610 k
k/ft k-ft k
k/ft k-ft k
k/ft k-ft k
k/ft k-ft k
k/ft k-ft k
ft
ft
Forces @ Ground Surface
Required
Pressure at Depth
Soil Increase
Loads - (k)
Moments - (ft-k)
Depth - (ft)
Actual - (psf)
Allow - (psf)
Factor
0.000
0.000
0.13
0.0
31.3
1.000
0.000
0.000
0.13
0.0
31.3
1.000
0.000
0.000
0.13
0.0
31.3
1.000
0.000
0.000
0.13
0.0
31.3
1.000
0.000
0.000
0.13
0.0
31.3
1.000
0.000
0.000
0.13
0.0
31.3
1.000
0.876
7.884
4.50
1,103.1
1,125.0
1.000
0.657
5.913
4.13
984.6
1,031.3
1.000
0.657
5.913
4.13
984.6
1,031.3
1.000
LaChaine and Associates
240 E.Hwy 246, Suite 104
Buellton, Ca. 93427
(805) 686-1954
0
0 _
Pole Footing Embedded in Soil
DESCRIPTIO Cantilevered acolumns
Project Title: Calle Obispo
Engineer: Bradley C. Moser
Project ID: SM19011
Project Descr: New Covered Patio Addition
Software eopynght ENERCALC, INC. 1983-2019, Build: 10.19.1.27 .
0.i
+0.60D+0.60W+0.60H
0.876
7.884
4.50
1,103.1
1,125.0
1.000
+D+0.70E+0.60H
1.883
16.947
5.88
1,391.2
1,468.8
1.000
+D+0.750L+0.750S+0.5250E+H
1.412
12.710
5.25
1,306.6
1,312.5
1.000
+0.60D+0.70E+H
1.883
16.947
5.88
1,391.2
1,468.8
1.000
Diaphragm
Dx1
Dx2
Hole #
Diaphragm
Width
18.00
50.00
Width
10.0 Diaphragm Calculations
Diaphragm Level 1 'X"Axis
Depth
21.50
21.50
Depth
Sub -Diaphragms X Axis
Grid Lines Wind Load
Left Right Bottom Top Left Right
A B 1 2 2896 2896
B C 1 2 2944 3177
Check Hole in Diaphragm
Grid Lines Maximum Force At
Left Right Bottom Top Corner #
Diaphragm Deflection at Cantilevered Diaphragms
Calculated Deflection Allowable Deflection
Seismic Load
Diaphragm
Block
Left Right
Shear (plf)
Diaphragm
712 712
135
No
1978 1978
148
No
Nailing
Roof
Straping
Diaphragm Specifications
Nailing
8d @ 6" o.c.
8d @ 6" o.c.
Panels to be applied perpendicular to framing members
Job Number SM19011
Project Manager Brad Moser
Date 7/23/2019
Page Number 22 of 26
Diaphragm Calculations
Diaphragm Level 1 "Y" Axis
Sub -Diaphragms X Axis
Diaphragm Width Depth Grid Lines Wind Load Seismic Load Diaphragm Block
Left Right Bottom Top Left Right Left Right Shear (plf) Diaphragm
Dy1 21.50 18.00 A B 1 2 1459 1459 2690 2690 149 No
Check Hole in Diaphragm
Hole # Width Depth Grid Lines Maximum Force At Nailing Straping
Left Right Bottom Top Corner #
Diaphragm Deflection at Cantilevered Diaphragms Diaphragm Specifications
Diaphragm Calculated Deflection Allowable Deflection Roof
Nailing
8d @ 6" o.c.
Panels to be applied perpendicular to framing members
Job Number SM19011
Project Manager Brad Moser
Date 7/23/2019
Page Number 23 of 26
Shear Wall Calculations
Grid Line Data and Loads
Grid Line
= B
Wind Load
= 4042 #
Level
= 1
Seismic Load
= 2690 #
Diaphragm Type
= Roof
Rho Factor
= 1.30
Seismic Design Category
= D
Critical Load
= Wind
Wind Design
= 110 mph Exp. C
Total Length of S.W. This Line
= 9.83 ft
Shear Wall Data and Base Shear Calculations
Wall # Length Height HIW Ratio BS Wind 2W/H BS Seismic S.W. Type
Sill Plate 3" x 3"
Washers
1 483 9.00 200 411 1.00 274 C
3x Sill Plate Yes
2 500 9.00 2.00 411 1.00 274 C
3x Sill Plate Yes
Shear Wall Data and Uplift Calculations Wind
Wall # Dead Load plf Wind Suction plf Additional
Distance
Additional
Distance Uplift Left Uplift Right
Uplift Left
Left
Uplift Right
Right
1 410 -176 14 0
000
0
000 3532 3532
2 410 -17614 0
0.00
0
0.00 3526 3526
Shear Wall Data and Uplift Calculations Seismic
Dead Load
Additional
Distance
Additional
Distance
Holdown
Holdown
Wall #
plf
Uplift Left
Left
Uplift Right
Right
Uplift Left Uplift Right
Type Left
Type Right
1 410
0
000
0
0.00
1869 1869 B
B
2 410
0
000
0
0.00
1848 1848 B
B
Notes:
1) All panel edges to be edge nailed
2)
3)
4)
Job Number
Project Manager
Date
Page Number
SM19011
Brad Moser
8/5/2019
24 of 26
12.0 Shear Wall Schedule
Seismic Design Category D, E, or F
Shear Wall Capacity Specifications
Type
A 280 3/8" APA rated sheathing one face with 8d nails at 6" o.c. edge and 12" o.c. field
5/8" � x 12" long Anchor Bolts @ 48" o.c. 2x sill plate
B 350 3/8" APA rated sheathing one face with 8d nails at 4" o.c. edge and 12" o.c. field
3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 48" o.c 3x sill plate
C 490 3/8" APA rated sheathing one face with 8d nails at 3" o.c. edge and 12" o c. field
3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 42" o.c. 3x sill plate
3/8" APA rated sheathing one face with 8d nails at 2" o.c. edge and 12" o.c. field.
640 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 32" o c. 3x sill plate
15/32" APA rated sheathing one face with 10d nails at 2" ox edge and 12" o.c. field.
E 770 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 24" o.c. 3x sill plate
15/32" APA rated sheathing both faces with 8d nails at 3" o.c. edge and 12" o.c. field
F 870 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 20" o c 3x sill plate
3/8" APA rated sheathing both faces with 8d nails at 2" o.c. edge and 12" o.c. field
G 1280 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 16" o.c. 3x sill plate
15/32" APA rated sheathing both faces with 10d nails at 2" o c. edge and 12" o.c. field.
H 1540 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 12" o.c. 3x sill plate
Notes
1) Where panels applied on both faces of a wall and nail spacing is less than 6 inches o. c. on either side, panel
joints shall be offset to fall on different framing members, or framing shall be 3-inch nominal or thicker at
adjoining panel edges and nails on each side shall be staggered.
2) Galvanized nails shall be hot dipped or tumbled.
3) Framing members or blocking required at all panel edges in shear wall.
4) All shear wall values are based on 16" o.c. stud spacing.
5) 2 anchors minimum per shear wall.
6) All Framing members used in the construction of shear walls to be Douglas Fir Larch.
Job Number SM19011
Project Manager Brad Moser
Date 7/23/2019
Page Number 25 of 26
13.0 Holdown Specifications
First Floor Holdown Table
Holdown Type
Holdown Name 1,2
Minimum Required Post 3 Required Bolt 4,5
Capacity
A
HDU2-SDS2.5
2-2X4 or 2-2x6 SSTB14
3.075#
B
HDU4-SDS2.5
2-2X4 or 2-2x6 SSTB16
4,565#
C
HDU5-SDS2.5
2-2X4 or 2-2x6 SSTB24
5,645#
D
HDU8-SDS2.5
4X6 SSTB28
6.970#
E
HDU11-SDS2.5
4X6 SSTB28
9,535
F
HHDQ14-SDS2.5
4x8 or 6x6 1" dia. Threaded Rod
14,445#
Notes
1) Holdowns may be raised off the sill with no reduction in load.
2) All screws to be Simpson SDS 114"x 2 112".
3) All holdown post and sill plates are designed to be Douglas Fir Larch,
4) See detail 52 in plans for anchor and footing requirements at HHDQ14 holdown type F.
5) Use Simpson SSTBL for shear walls with 3x sill plates.
6) Connect double holdown studs together with 24-16d sinker nails minimum.
Second Floor Holdown Table
Holdown Type
Holdown Name
Required Length
Required Nails 3
Min. Required Post
Capacity
G
CS16 Strap
32" Long
26-8d or 22-10d
2x4 or 2x6
1,705#
H
MSTC40 Strap or (2)CS16 Straps
40" Long
36-16d Sinkers
2-2X4 or 2-2x6
3,080#
I
MSTC52 Strap
52" Long
48-16d Sinkers
4x4
4,620#
1
MSTC66 Strap
66" Long
68-16d Sinkers
4x4
5,860#
K
CMST14 Strap
76" Long
66-16d
4x4
6,490#
L
CMST12 Strap
94" Long
86-16d
4x6
9,215#
Notes
1) Centerline of strap to be center of rim joist.
2) Maximum clear span to be 16".
3) All nails to be common wire unless noted otherwise.
4) Minimum post required to be installed in upper and lower wall framing.
5) Connect double holdown studs together with 24-16d sinker nails minimum.
ATS Holdown Table
Holdown Type
Holdown Name
Required Length
Required Nails 3
Min. Required Post
Capacity
G
CS16 Strap
32" Long
26-8d or 22-10d
2x4 or 2x6
1,279 #
H
MSTC40 Strap
40" Long
36-16d Sinkers
2-2X4 or 2-24
2,250 #
MSTC52 Strap
52" Long
48-16d Sinkers
4x4
3,000 #
,1
MSTC66 Strap
66" Long
68-16d Sinkers
4x4
41245 #
K
CMST14 Strap
76" Long
66-16d
4x4
4,868 #
L
CMST12 Strap
94" Long
86-16d
4x6
6,926 #
Notes
1) Centerline of strap to be center of rim joist.
2) Maximum clear span to be 16".
3) All nails to be common wire unless noted otherwise.
4) Minimum post required to be installed in upper and lower wall framing.
5) Connect double holdown studs together with 24-16d sinker nails minimum
Job Number
Project Manager
Date
Page Number
SM19011
Brad Moser
7/23/2019
26 of 26