HomeMy WebLinkAbout1640 SANDALWOOD LN; ; PC20200051; PermitBuilding Permit Finaled
Print Date: 07/19/2023
Job Address: 1640 SANDALWOOD LN,
Permit Type: BLDGPlan Check
Parcel#: 2051305900
Valuation: $0.00
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
Plan Check Permit
CARLSBAD, CA 920082618
Work Class:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Residential
Permit No:
Status:
{_ City of
Carlsbad
PC20200051
Closed Finaled
Applied: 12/14/2020
Issued: 03/30/2021
Finaled Close Out: 03/29/2022
Final Inspection:
INSPECTOR:
Description: GEESEY: 798 SF SECOND FLOOR LIVING ADDITION// 700 SF REMODEL KITCHEN TO KITCHEN// 567 SF ATTACHED 2ND FLOO
ADU// 139 SF STAIRS AND DECK TO ADU
Applicant:
DAVID GEESEY
1640 SANDALWOOD LN
CARLSBAD, CA 920082618
(760) 7073910
FEE
MANUAL BLDG PLAN CHECK FEE
Total Fees: $500.00
Building Division
Property Owner:
COOWNERS GEESEY DAVID AND BETH
1640 SANDALWOOD LN
CARLSBAD, CA 920082618
Total Payments To Date: $500.00 Balance Due:
1635 Faraday Avenue, Carlsbad CA 920087314 I 4423392719 I 7606028560 f I www.carlsbadca.gov
AMOUNT
$500.00
$0.00
Page 1 of 1
r/ RESIDENTIAL
~ City of BUILDING PERMIT
Plan Check ))('2..020005{
Est. Value ~~c;G,,ro'l Carlsbad APPL1cAT10N B1
PC Deposit 00.oO
Date 1214'2c1ZD
P,,DV i"1~42~,,,,.J.Jr.1ocJ L,,.
Job Address 1640 Sandalwood Lane, Carlsbad CA 92008 Suite: ___ _,...,PN: 2051305900
CT/Project #: __________________ ,Lot #: ____ Year Built: _1...;9_6;...7 _______ _
Fire Sprinklers: ()vEs@ NO Air Conditioning:Q YES Q NO Electrical Panel Upgrade: QYEs0 NO
BRIEF DESCRIPTION OF WORK:
Remodel kitchen. Add ADU above Kitchen. Add Bed and Bath on second floor. Add A/C.
~ Addition/New: _____ Living SF, 798 Deck SF, ____ Patio SF, ____ Garage SF __ _
Is this to create an Accessory Dwelling Unit? 0Y ON New Fireplace? OY 0 N, if yes how many? __
□Remodel:_ SF of affected area Is the area a conversion or change of use ? OY 0 N
0 Pool/Spa: _____ .SF Additional Gas or Electrical Features? ___________ _
OSolar: ___ .KW, ___ Modules, Mounted:0Roof 0Ground, Tilt: 0 YON, RMA: Ov ON,
Battery:OY 0N, Panel Upgrade: Ov 0N
~ Reroof: Entire roof ·
~ Plumbing/Mechanical/Electrical Add Bathroom and ADU
0 Only: Other:
This permit is to be issued in the name of the Property Owner as OwnerBuilder, licensed contractor or Authorized Agent of the
owner or contractor. The person listed as the Applicant below will be the main point af contact throughout the permit process.
PROPERTY OWNER
Name: David Geesey
Address: 1640 Sandalwood Lane
APPLICANT Iii PROPERTY OWNERS AUTHORIZED AGENT
Name: None
APPLICANT 0
Address: __________________ _
City: Carlsbad State: CA Zip: 92008 City: __________ State: __ _.Zip:. ____ _
Phone: 7607073910 Phone: __________________ _
Email: Safari123089@amail.com Email: ___________________ _
DESIGN PROFESSIONAL
Name: None
APPLICANT O CONTRACTOR OF RECORD APPLICANT 0
Name:, __________________ _
Address: _______________ _ Address: _________________ _
City: _______ .State: __ _.Zip: ___ _ City: __________ State: ___ .Zip:, ______ _
Phone: ________________ _ Phone: __________________ _
Email: Safari123089@gmail.com Email: __________________ _
Architect State License: __________ _ State License/class: ______ Bus. License: ____ _
1635 Faraday Ave Carlsbad, CA 92008 Ph: 7606022719 Fax: 7606028558 Email: ~lJ.i!_g_j_Qg_@_~c1r_ls_tladca.ga_y_
REV. 08/20
IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW:
{OPTION A): 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 Professions Code, and my license is in fufl force and effect. I also affirm under penalty of perjury one of the
following declarations:
01 have and will maintain a certificate of consent to selfinsure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued. Policy No. _________________________________________ _
DI have and wit I maintain worker's compensation, 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: lnsuranceCompany Name: ______________________ _
Policy No. ____________________________ Expiration Date: _______________ _
D Certificate of Exemption: t 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. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code,
interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued {Sec. 3097 (i) Civil Code).
Lender's Name: ______________________ Lender's Address: _____________________ _
CONTRACTOR PRINT: _________ SIGN: _________ DATE:
{OPTION B): OWNERBUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's license Law for the following reason:
~ I, as owner of the property or my employees with wages as their sole compensation, wilt do the work and the structure is not intended or offered for sale (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 does such work
himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the ownerbuilder will have the burden of proving that he did not build or improve for the purpose of sale).
DI, as owner of the property, am exclusively contracting with licensed contractors to construct 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 contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
0 1owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application.
D Owners ''Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an ownerbuilder if it has not been constructed in its entirety by licensed
contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is
submitted or at the following Web site: http://www./eginfo.ca.gov/calaw
5
.h
1
t
6
m1N.: /~ ~
OWNER PRINT: David Geesey {,..._ .v ... .,4~"'·7 _____ DATE: 12/11/2020
APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL
By my signature below, f certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property
owner or contractor's behalf f certify that I have read the application and state that the above information is correct and that the information on
the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction.
f hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE,
INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE
AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and
demolition or construction of structures over 3 stories in height.
APPLICANT PRINT: David Geesey SIGN: =Qd _ _,____~ ____ DATE: 12/11/2020
1635 Faraday Ave Carlsbad, CA 92008 Ph: 7606022 719 Fax: 7606028558 Email: Buil_dj.!JE.@_G.1.d?b.idt.;;~.£.QV
2 REV 0B/20
{ City of
Carlsbad
OWNERBUILDER
ACKNOWLEDGEMENT
FORM
B61
Development Services
Building Division
1635 Faraday Avenue
7606022719
www.carlsbadca.gov
OWNERBUILDER ACKNOWLEDGMENT FORM
Pursuant to State af California Health and Safety Code Section 1982519829
To: Property Owner
An application for construction permit(s) has been submitted in your name listing you as the owner··builder of the
property located at:
Site Address 1640 Sandalwood Lane, Carlsbad CA 92008
The City of Carlsbad ("City") is providing you with this OwnerBuilder Acknowledgment and Verification form
to inform you of the responsibilities and the possible risks associated with typical construction activities issued
in your name as the OwnerBuilder.
The City will not issue a construction permit until you have read and initialed your understanding of each
provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner
cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and
it is accepted by the City of Carlsbad.
INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and
verification of this information by signature at the bottom of the form. These are very important construction
related acknowledgments designed to inform the property owner of his/her obligations related to the requested
permit activities.
I. DG I understand a frequent practice of unlicensed contractors 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. I, as an Owner"Builder, may be held liable and subject to serious financial risk for any injuries
sustained by an unlicensed contractor 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 OwnerBuilder and am aware of
the limits of my insurance coverage for injuries to workers on my property.
II. DG I 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.
Ill. DG I 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 own.
IV. DG I understand contractors are required by law to be licensed and bonded in California and to list their license
numbers on permits and contracts.
V. DG I understand if 1 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.
1 REV. 08/20
OwnerBuilder Acknowledgement Continued
VI. DG 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.
VII. DG 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.
VIII. DG I understand as an Owner.Suilder 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) which result from any latent
construction defects in the workmanship or materials.
IX. DG 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 1800321CSLB (2752) or www.cslb.ca.gov for more information
about licensed contractors.
X. DG I am aware of and consent to an OwnerBuilder building permit applied for in my name, and understand
that I am the party legally and financially responsible for proposed construction activity at the following address:
1640 Sandalwood Lane, Carlsbad CA 92008
XI. DG I agree that, as the party legally and financially responsible forthis proposed construction activity, I will abide
by all applicable laws and requirements that govern Owner··Builders as well as employers.
XII. DG 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 Contractor's 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 coverage.
Before a building permit can be issued, this form must be completed, signed by the property owner and returned
to the City of Carlsbad Building Division.
I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my
authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior ta signing this form, and I have
either (1) consulted with /ego/ counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel.
David Geesey
Property Owner Name (PRINT)
2
12/11/2020
Date
REV. 08/20
solidforms
9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126
Evan Coles, P.E. (858) 3767734
evan@solidformseng.com
STRUCTURAL CALCULATIONS
Geesey Residence
1640 Sandalwood Ln, Carlsbad, CA 92008
12072020 : Project # 20076
Table of Contents
RE(~r=IVED
CITY OF CA0~LSBAD
BUILDING DIVISION
Design Criteria & Loads .................................................. 1
Gravity Analysis & Design .............................................. 211
Lateral Analysis & Design .............................................. 1224
Foundation Analysis & Design ..................................... 25
Design Criteria
Building Code:
Concrete:
Masonry:
Mortar:
Grout:
Reinforcing Steel:
Structural Steel:
Bolting:
Welding:
Wood:
Soil:
Design Loads
Load 1
DL Asphalt Shingle Roof
Plywood
Joists
Insulation
Drywall
Electrical/Mech./Misc.
Other
Total DL
LL Residential Roof
Total Load
Load 3
DL carpet & Pad Floor
Plywood
Joists
Insulation
Drywall
Elec./Mech./Misc.
Other
Total DL
LL Residential Floor
Total Load
solidforms
engineering
2018 IBC/2019 CBC ASCE / SE! 716
AC! 31814 [f,; 2500 psi No Special Inspection Req.'d (U.N.O.)]
TMS 40216/ACI 53016 [Normal Wt.ASTM C90fm;l500 psiSpec. Insp. Req.'d]
ASTM C270 [r, ; 1800 psi Type SJ
ASTM C476 [r, ; 2000 psi]
ASTM A615 [Fy ; 40 ksi For #4 Bars & Smaller/ Fy ; 60 ksi For #5 Bars & Larger]
AISC 36016, 15th Edition
W Shapes (I Beams):
HSS Shapes (Rect.):
ASTM A992, High Strength, Low Alloy, Fy ; 50 ksi
ASTM AS00, carbon Steel, Fy ; 46 ksi
HSS Shapes (Round): ASTM AS00, carbon Steel, Fy ; 42 ksi
Pipe Shapes:
All other steel:
ASTM A53, Grade B, carbon Steel, Fy ; 35 ksi
ASTM A36, Fy ; 36 ksi
A307 / A325N / A490N (Single Plate Shear Conn.)
E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars)
Shop welding to be done in an approved fabricator's shop.
Field welding to have continuous Special Inspection.
NDS15
Soil Classification (Table 1806.2):
Allowable Bearing Pressure ;
Lateral Bearing Pressure ;
Active Pressure ;
Atrest Pressure ;
Coefficient of Friction ;
psf Load 2
4.0 DL Torch Down Roof
1.5 Plywood
3.5 Joists
1.5 Insulation
2.5 Drywall
1.0 Elec./Mech./Misc.
0.0 Other
14 Total DL
20 LL Residential Roof
34 Total Load
QSf Load4
4.0 DL Tile & Mortar
1.5 Plywood
3.5 Joists
1.5 Insulation
2.5 Drywall
1.0 Elec./Mech./Misc. a.a Other
14 Total DL
40 LL Residential Deck
54 Total Load
(SW, SP, SM, SC, GM, & GC)
1500 psf (Table 1806.2)
150 psf/ft (Table 1806.2)
30 psf/ft (Table 1610.1)
60 psf/ft (Table 1610.1)
0.25 (Table 1806.2)
psf Int. Wall
6.0 DL Drywall
1.5 2x4 Studs @ 16"o.c.
3.5 Misc.
1.5 Other
2.5 Total Load
1.0 a.a Ext. Wall 1
16 DL Stucco
20 2x4 Studs @ 16"o.c.
36 Drywall
Insulation
Misc.
psf Other
24.0 Total Load
1.5
3.5 Ext. Wall 2
1.5
2.5
1.0
0.0
34
60
94
Page 1 of 25
12/07/20
Qsf
5.0
1.0
1.0
7
QSf
10.0
1.0
2.5
1.5
1.0
16
solidforms
engineering
Page 2 of 25
12/07/20
I Multiple Simple Beam
■!(◄·83',11ltltif.f@• !134e81§►1i1Uii#·ii1Mil1tiidMii1..I
Description: ROOF GRAVITY (BEAMS)
Wood Beam Design : RB1
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
BEAM Size: 3.5x11.875, Parallam PSL, Fully Braced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E
Fb Tension
Fb Compr
2,900.0 psi Fe Prll 2,900.0 psi Fv 290.0 psi Ebendxx 2,000.0 ksi Density 45.070 pcf
2,900.0 psi Fe Perp 750.0 psi Ft 2,025.0 psi Eminbend xx 1,016.54 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 12.0 ft
Design Summa,y
Max fb/Fb Ratio =
fb: Actual :
Fb : Allowable :
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
Load Comb:
0.159; 1 575.36 ps, at
3,625.00 psi
+D+Lr+H
0.148: 1
53.62 psi at
362.50 psi
+D+Lr+H
4.000 ft in Span # 1 I
0.000 ft in Span # 1 8.0 ft
Max Deflection$ · ·
Max Reactions
Left Support
Right Support
(k) Q 1 l.r
0.96
0.96
.s !:::! Transient Downward 0.023 in Total Downward 0.047 in
1.01 Ratio 4217>360 Ratio 2052 >240 1.01
Wood Beam Design : RB2
Transient Upward
Ratio
LC: Lr Only
0.000 in
9999
LC:
T otar Upward
Ratio
LC: +D+Lr+H
0.000 in
9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
BEAM Size: 5.25x11.875, Parallam PSL, Fully Braced 
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade: Parallam PSL 2.0E
Fb Tension
Fb Compr
2900 psi Fe Prll 2900 psi Fv 290 psi Ebendxx 2000 ksi Density 45.07 pcf
2900 psi Fe Perp 750 psi Ft 2025 psi Eminbend xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 10.0 ft
Design Summary
Max fb/Fb Ratio =
fb: Actual :
Fb : Allowable :
0.276; 1
999.58 ps, at 7.000 ft in Span# 1
3,625.00 psi
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
Load Comb:
+D+Lr+H
0.168: 1 60.76 psi at 13.020 ft in Span# 1
362.50 psi
+D+Lr+H
Max Reactions
Left Support
Right Support
(k) Q L l.r
1.40
1.40
.s )fj_
1.54
1.54
D(0.20) Lr(0.20)
5.25x11.875
14.0 ft
Max Deflections · ·
.l:i Transient Downward 0.119in Total Downward 0.249 in
675 >240 Ratio 1416 >360 Ratio
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Upward
Ratio
LC: +D+Lr+H
0.000 in
9999
LC:
[ Multiple Simple Beam
131◄·M3!#Mtl•ln,w•
Description: ROOF GRAVITY (HDR.)
Wood Beam Design: RH1
solidforms
engineering
Page 3 of 25
12/07/20
!1%1M►iilttl•4·li11&U1Hi,i@ii1J
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 716
BEAM Size: 6x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Douglas Fir Larch Wood Grade : No.2 Wood Species :
Fb Tension
Fb Compr 875.0 psi Fe Prll 600.0 psi Fv 170.0 psi Ebendxx
875.0 psi Fe Perp 625.0 psi Ft 425.0 psi Eminbend xx 1,300.0 ksi
470.0ksi
Density 31.210 pct
Applied Loads
Beam self weight calculated and added to loads
Uni! Load: D = 0.020, Lr= 0.020 k/ft, Trib= 12.0 ft
Design Summary
Max fb/Fb Ratio
fb: Actual:
Fb : Allowable :
Load Comb:
2.500 ft in Span # 1
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
0.602 · 1
658.00 psf at
1,093.75 psi
+D+Lr+H
0.233: 1
49.46 psi at
212.50 psi
+D+Lr+H
4.550 ft in Span # 1 I
6x6
5.0 ft
Load Comb: , __ ~~~~ =Max Defle"ciions
Max Reactions
Left Support Right Support
(k) Q 1
0.62
h[
0.60
0.60
'f:!. ti Transient Downward 0.034in Total Downward 0.069 in
864 >240 0.62
Wood Beam Design : RH2
Ratio 1752 >360 Ratio
Transient Upward
Ratio
LC: Lr Only
0.000 in
9999
LC:
Total Upward
Ratio
LC: +D+Lr+H
0.000 in
9999
LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 716
BEAM Size:
Wood Species :
4x4, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Douglas Fir Larch Wood Grade : No.2
Fb Tension
Fb Compr 900 psi Fe Prll 1350 psi Fv 180 psi Ebendxx
900 psi Fe Perp 625 psi Ft 575 psi Eminbend xx
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.020, Lr= 0,020 k/ft, Trib= 8.0 ft
Design Summary
Max fb/Fb Ratio
fb: Actual:
Fb : Allowable :
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
Load Comb:
0.492 · 1
829.68 psi at
1,687.50 psi
+D+Lr+H
0.258: 1
58.08 psi at
225.00 psi
+D+Lr+H
1.750 ft in Span# 1
0.000 ft in Span # 1
Max Deflections
4x4
3.50 ft
1600 ksi
580 ksi
Density 31.21 pcf
Max Reactions
Left Support
Right Support
(k) Q ~ W:
0.28 0.28
.5 Yi. Ii Transient Downward 0.027 in Total Downward 0.055 in
767 >240 0.28
0.28 Ratio
Transient Upward
Ratio
1547 >360 Ratio
LC: Lr Only
0.000 in
9999
LC:
Total Upward
Ratio
LC: +D+Lr+H
0.000 in
9999
LC:
solidforms
engineering
Page 4 of 25
12/07/20
I Multiple Simple Beam
13i◄·M$'4•M•ltnm ➔1@,HB&i':'fii■,MhHiM·ii•@iid·I
Wood Beam Design : RH3
Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 716
BEAM Size: 4x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E
Fb Tension 2900 psi Fe Prll 2900 psi Fv 290 psi Ebendxx 2000 ksi
Fb Com pr 2900 psi Fe Perp 750 psi Ft 2025 psi Eminbend xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0160 k/ft, Trib= 9.0 ft
Point: D = 1.60, Lr= 1.40 k@2.0 ft
Design Summary
Max fb/Fb Ratio
fb: Actual:
Fb : Allowable :
Load Comb:
Max fv/FvRatio = fv: Actual:
Fv: Allowable :
Load Comb:
79s°3~2p~f 1at
3,574.93 psi
+D+Lr+H
0.216: 1
78.35 psi at
362.50 psi
+D+Lr+H
2.000 ft in Span # 1
0.000 ft in Span # 1
pyfclx Deflections 
Density
Q 1 1r Yi. E .!:::1 Transient Downward 0.007 in Total Downward
1.11 0.70 Ratio 6836 >360 Ratio
45.07 pcf
0.017 in
2826 >240
Max Reactions (k)
Left Support
Right Support 1.11 0.70 LC: Lr Only LC: +O+Lr+H
Transient Upward 0.000in
Ratio 9999
LC:
Total Upward
Ratio
0.000 in
9999
LC:
solidforms
engineering
Page 5 of 25
12/07/20
j Multiple Simple Beam
13i◄/83!t'4•13tlfiW• •13A11M►iiiiii••·li1Hil1HhM4ii,i•I
Description: FLOOR GRAVITY (BEAMS)
Wood Beam Design : FB1
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
BEAM Size: 5.25x14.0, Parallam PSL, Fully Braced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade: Parallam PSL 2.0E
Fb Tension
Fb Compr
2,900.0 psi Fe Prll 2,900.0 psi Fv 290.0 psi Ebendxx 2,000.0 ksi
2.900.0 psi Fe Perp 750.0 psi Ft 2,025.0 psi Eminbend xx 1,016.54 ksi
Applied Loads
Beam self weight calculated and added to loads
Unit Load: D = 0.0140, L = 0.040 k/ft, Trib= 11.50 ft
Unit Load: D = 0.0160 k/ft, Trib= 9.0 ft
Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 13.0 ft
Desiga Summary
Max lb/Fb Ratio =
fb: Actual:
Fb : Allowable :
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
Load Comb:
0.630; 1
1,796.58 psi at
2,850.80 psi
+D+L+H
0.430: 1 124. 76 psi at
290.00 psi
+D+L+H
7.000 ft in Span# 1
12.833 ft in Span # 1
Max D8flections
5.25x14.0
14.0 ft
Density
!:I Transient Downward 0.166in Total Downward
Ratio 1009 >360 Ratio
45.070 pef
0.408 in
411 >240
Max Reactions
Left Support
Right Support
(k) Q L
4.12 3.22
4.12 3.22
1I
1.82
1.82 LC: L Only
0.000 in
9999
LC:
C: +D+0.750Lr+0.750L+H
Wood Beam Design : FB2
Transient Upward
Ratio
Total Upward O .000 in
Ratio 9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
BEAM Size: 5.25x11.875, Parallam PSL, Fully Unbraced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade: Parallam PSL 2.0E
Fb Tension
Fb Compr
2900 psi Fe Prll 2900 psi Fv 290 psi Ebendxx 2000 ksi Density 45.07 pct
2900 psi Fe Perp 750 psi Ft 2025 psi Eminbend xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Point: D = 3.60, Lr= 3.20 k@ 3.0 ft
Design Summary
Max fb/Fb Ratio =
fb: Actual:
Fb : Allowable :
0.319; 1
1, 142.26 psi at
3,575.37 psi
+D+Lr+H
3.010 ft in Span# 1 I
Load Comb:
Max fv/FvRatio = fv: Actual:
Fv : Allowable :
Load Comb:
0.261 : 1
94.67 psi at 362.50 psi
+D+Lr+H
0.000 ft in Span # 1 f
L ~ax Defl8ctions
7.0 ft
Max Reactions (k)
Left Support
Right Support
Q L Lr
1.83
1.37
ll 'ti. ti. Transient Downward
Ratio
0.026 in Total Downward 0.057 in
1479 >240
LC: +D+Lr+H
2.13
1.61
Transient Upward
Ratio
3183 >360 Ratio
LC: Lr Only
0.000 in
9999
LC:
Total Upward
Ratio
0.000 in
9999
LC:
solidforms Page 6 of 25
12/07/20 engineering
[ Multiple Simple Beam
13l◄·M3WM#lif:tM•
Wood Beam Design : FB3
BEAM Size:
!1341M►19llii#·liil"ia11ihi@ii,i•'
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
7x14, Parallam PSL, Fully Braced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E
Fb Tension 2,900.0 psi Fe Prll 2,900.0 psi Fv 290.0 psi Ebendxx 2,000.0 ksi Density 45.070 pcf
Fb Compr 2,900.0 psi Fe Perp 750.0 psi Ft 2,025.0 psi Eminbend xx 1,016.54 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0140, L = 0.040 k/11, 0.0 ft to 8.0 ft, Trib= 11.50 ft
Unif Load: D = 0.0140, L = 0.040 k/11, 8.0 to 15.50 ft, Trib= 6.0 ft
Unif Load: D = 0.0140, L = 0.040 k/ft, 15.50 to 18.0 ft, Trib= 9.0 ft
Unrr Load: D = 0.020, Lr= 0.020 k/11, 0.0 to 8.0 ft, Trib= 130 ft
Point: 0=1.70, Lr=1.70k@0.50ft
Point: D= 1.10, Lr= 1.0 k@8.0ft
Point: D = 0.20, L = 0.20 k@11.50ft
Point: 0=1.10, Lr=1.0k@15.50ft
Point: D = 1.0, L = 0.40 k@ 15.50 ft
Unif Load: D = 0.260, Lr= 0.260 k/11, 15.50 to 18.0 ft
Unif Load: D = 0.1440 k/11, 0.0 to 18.0 ft
Design Summary
Max fb/Fb Ratio
fb: Actual:
Fb ; Allowable :
Load Comb:
Max fv/FvRatio =
fv: Actual:
0. 731; 1 2,084.26 psi at 2,850.80 psi
+D+L+H
7.980 ft in Span # 1 I
16.860 ft in Span# 1
7x14
18.0 ft
Fv : Allowable ;
Load Comb;
0.441 : 1
127.88 psi at 290.00 psi
+D+L+H L_ __ Maxoet1ections _______ 
Max Reactions
Left Support Right Support
(k) Q L lJ
4.01 2.42
.s '!1. E. !:::! Transient Downward 0.272 in Total Downward 0.800 in
7.11 3.68
6.10 3.30 Ratio 794 >360 Ratio 270 >240
LC: L Only C: +D+0.750Lr+0.750L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : FB4
Celculatlons per NDS 2018, IBC 2018, CBC 2019, ASCE 716
BEAM Size: 7x14, Parallam PSL, Fully Braced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade: Parallam PSL 2.0E
Fb Tension
Fb Compr
2900 psi Fe Prll 2900 psi Fv 290 psi Ebendxx 2000 ksi Density 45.07 pcf
2900 psi Fe Perp 750 psi Ft 2025 psi Eminbend xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0140, L = 0.040 k/11, Trib= 1.0 ft
Unif Load: D = 0.0160 k/11, Trib= 9.0 ft
Unif Load: D = 0.020, Lr= 0.020 k/11, Trib= 13.0 ft
Point D = 1.70, Lr= 0.60 k@ 13.50 ft
Design Summa,y
Max fb/Fb Ratio =
fb: Actual: Fb : Allowable :
0.569; 1
2,026.53 psi at 10.450 ft in Span # 1
1 3,563.50 psi
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
Load Comb:
Max Reactions (k)
Left Support
Right Support
+D+Lr+H
0.319: 1 115.69 psi at 17.860 ft in Span # 1 362.50 psi
+D+Lr+H
Q L
4.75 0.38
5.47 0.38
Lr
2.64
2.90
.s Yi ti
7x14
19.0 ft
Max Deflections _____ 
Transient Downward 0.275 in Total Downward 0.790 in
Ratio 828 >360 Ratio 288 >240
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Upward
Ratio
LC: +D+Lr+H
0.000 in
9999
LC:
solidforms Page 7 of 25
12/07/20 engineering
[ Multiple Simple Beam
151◄/MW?l:•l❖itilt•
Wood Beam Design : FB5
BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced
!MWi4►iilfti"'HiiHl1i·!iil§§il1J
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 716
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E
Fb Tension 2900 psi FePrll 2900 psi Fv 290 psi Ebendxx 2000ksi Density 45.07 pcf
Fb Com pr 2900 psi Fe Perp 750 psi Ft 2025 psi Eminbend xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added lo loads
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 6.0 ft
Unit Load: D = 0.0160 k/ft, Trib= 10.0 ft
Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 10.0 ft
Design SummaO'
Max fb/Fb Ratio =
fb: Actual:
0.080; 1
229.37 psr at
2,850.80 psi
+D+L+H
0.100: 1
28.90 psi at
290.00 psi
+D+L+H
2.500 ft in Span # 1
Fb ; Allowable ;
Load Comb:
Max fv/FvRatio = fv: Actual:
Fv : Allowable :
Load Comb:
Max Reactions
Left Support
Right Support
(k) Q 1
1.15 0.60
1.15 0.60
1r
0.50
0.50
Wood Beam Design : FB6
3.850 ft in Span # 1
'Ii
BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced
ti
Max Deflections
Transient Downward
Ratio
0.002 in Total Downward 0.007 in
8606 >240 9999 >360 Ratio
LC: L Only C: +D+0.750Lr+0.750L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 716

Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade : Paralfam PSL 2.0E
Fb Tension
Fb Compr
2,900.0 psi Fe Prll 2,900.0 psi Fv 290.0 psi Ebendxx 2,000.0 ksi Density 45.070 pct
2,900.0 psi Fe Perp 750.0 psi Ft 2,025.0 psi Eminbend xx 1,016.54 ksi
Applied Loads
Beam self weight calculated and added to loads
Un, Load: D = 0.0160 k/ft, Trib= 10.0 ft
Point: D = 1.20, Lr= 0.50, L = 0.60 k@ 11.50 ft
Design Summa,y
Max fb/Fb Ratio =
fb; Actual: Fb : Allowable ;
Load Comb:
Max fv/FvRatio = fv: Actual:
77309~
7
p~f 1at 8.000 ft in Span # 1
1 2,850.80 psi
+D+L +H, LL Comb Run (•L)
0.233: 1
D(0.160)
3.5x14.0
3.50 ft
Fv : Allowable:
Load Comb:
67.69 psi at 8.000 ft in Span # 1
290.00 psi
+D+L +H, LL Comb Run ("L)
r
L__ Max Deflections ··
Max Reactions (k)
Left Support
Right Support
Q L Lr S 'Ii
0.04 0.26 0.22
3.17 0.86 0.72
E !:I. Transient Downward 0.030in Total Downward 0.103 in
Ratio 2764 >360 Ratio 81 6 >240
L Only, LL Comb Run (•L) .0+0.750Lr+0.750L+H, LL
Transient Upward 0.009 in Total Upward 0.027 in
Ratio 9999 Ratio 3604
L Only, LL Comb Run (•L) D+0.750Lr+0.750L+H, LL
[ Multiple Simple Beam
i!i◄•43W#•M•i~1'1tl•
Wood Beam Design: FB7
BEAM Size: 7x14, Parallam PSL, Fully Braced
solidforms
engineering
Page 8 of 25
12/07/20
9134, m►m m "'"" 11" •,. • 11 ,14@ ,.. I
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade: Parallam PSL 2.0E
Fb Tension
Fb Comp,
2,900.0 psi Fe Prll 2,900.0 psi Fv 290.0 psi Ebendxx 2,000.0 ksi Density 45.070 pcf
2,900.0 psi Fe Perp 750.0 psi Ft 2,025.0 psi Eminbend xx 1,016.54 ksi
Applied Loads
Beam self weight calculated and added lo loads
Unif Load: D = 0.0140, L = 0.040 klft, 0.0 ft lo 11.50 ft, Trib= 1.330 ft
Point: D = 1.20, Lr= 0.50 k@ 19.50 ft
Point D = 4.70, Lr= 220, L = 0.90 k@ 19.50 ft
Design Summary
Max lb/Fb Ratio 0.193 · 1
fb : Actual : 686.83 psf at 18.000 ft in Span # 1
Fb : Allowable : 3,563.50 psi
Load Comb: +D+0.750Lr+0.750L+H, LL Comb
Max fv/FvRatio = 0.366: 1
fv: Actual: 132.73 psi at 18.000 ft in Span# 1 Fv : Allowable : 362.50 psi
Load Comb : +D+Lr+H, LL Comb Aun (*L)
Max Reactions (k) .Q .!.. Lr .S W. .E
Left Support 0.08 0.42 0.22
Right Support 6.85 1.17 2.93
Wood Beam Design : FB8
BEAM Size:
l!
Max Deflections
7x14
18.0 ft
• ?x14
3.50 ft
Transient Downward 0.051 in Total Downward 0.145 in
Ratio 1652 >360 Ratio 580 >240
Lr Only, LL Comb Run (•L l+Lr+H, LL Comb Run (•L
Transient Upward 0.046 in Total Upward 0.117 in
Ratio 4723 Ratio 1854
Lr Only, LL Comb Run (•L l+Lr+H, LL Comb Run (•L
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
5.25x9.25, Parallam PSL, Fully Braced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E
Fb Tension
Fb Compr
2900 psi Fe Prlt 2900 psi Fv 290 psi Ebendxx 2000 ksi
2900 psi Fe Perp 750 psi Ft 2025 psi Eminbend xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0160 k/ft, Trib= 3.50 ft
Unif Load: D = 0.0340, L = 0.060 k/ft, 0.0 to 3.50 ft, Tnb= 5.0 ft
Unif Load: D = 0.0340, L = 0.060 k/ft, 3.50 to 15.0 ft, Trib= 3.0 ft
Design Summary
Max fb/Fb Ratio
fb: Actual: Fb : Allowable :
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
Load Comb:
1,685°a~8p1i 1at
2,900.00 psi
+O+L+H
0.301 : 1 87.24 psi at
290.00 psi
+O+L+H
7.300 ft in Span # 1
0.000 ft in Span # 1
0(0 170) L(0.30)
Max Deflecti~
5.25x9.25
15.0ft
Density
ll 1 Lr li 'fi. E l! Transient Downward
Ratio
0.323in Total Downward
1.51 1.72 557 >360 Ratio
45.07 pcf
0.623 in
288 >240
Max Reactions (k)
Left Support Right Support 1.33 1.40 LC: LOnly LC: +D+L+H
Transient Upward 0.000 in
Ratio 9999
LC:
Total Upward
Ratio
0.000 in
9999
LC:
I Multiple Simple Beam
t!i◄·P3WMd•it.fB31
Wood Beam Design : FB9
BEAM Size: 7x14, Parallam PSL, Fully Braced
solidforms
engineering
Page 9 of 25
12/07/20
9199eMB1iWi••·ihM41i·ll11§§ll1J
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 716
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E
Fb Tension 2900 psi Fe Prll 2900 psi Fv 290 psi Ebendxx 2000ksi Density 45.07 pcf
Fb Compr 2900 psi Fe Perp 750 psi Ft 2025 psi Eminbend xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0160 k/11, Trib= 10.0 ft
Unif Load: D = 0.0140, L = 0.040 k/ft, Tnb= 2.0 ft
Unif Load: D = 0.020, Lr= 0.020 k/11, Trib= 10.0 ft
Design summa,y
Max fb/Fb Ratio =
fb: Actual:
Fb : Allowable :
0.560; 1
1,995.99 psi at 11.000 ft in Span # 1
3,563.50 psi
Load Comb:
Max fv/FvRalio =
fv: Actual:
Fv : Allowable :
Load Comb:
+D+0.750Lr+0.750L+H
0.263: 1
95.26 psi at 0.000 ft in Span # 1 362.50 psi
+D+0. 750Lr+0. 750L+H
Max Reactions
Left Support
Right Support
(k)Q 1 l.r ll Yi
4.61 0.88 2.20
4.61 0.88 2.20
!:!
Max OeflectTons
Transient Downward
Ratio
7x14
22 .0 ft
0.331 in Total Downward 1.041 in
797 >360 Ratio 253 >240
LC: Lr Only C: +D+0.750Lr+0.750L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
I Multiple Simple Beam
131◄·831'Mfltltk4rl•
Description: FLOOR GRAVITY (HDR.)
Wood Beam Design : FH1
BEAM Size: 4x8, Sawn, Fully Unbraced
solidforms
engineering
Page 10 of 25
12/07/20
!134rH4►iilfti•#·li11&Uhiiid99iirl·'
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir Larch Wood Grade : No.2
Fb Tension
Fb Compr
900.0 psi Fe Prll 1,350.0 psi Fv 180.0 psi Ebendxx 1,600.0 ksi
580.0 ksi
Density 31.21 o pct
900.0 psi Fe Perp 625.0 psi Ft 575.0 psi Eminbend xx
Applied Loads
Beam self weighl calculaled and added to loads
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 11.0 ft
Unif Load: D = 0.0160 k/ft, Trib= 10.0 ft
Unit Load: D = 0.020, Lr= 0.020 k/11, Trib= 11.0 ft
Design Summa,y
Max fb/Fb Ratio
fb: Actual:
Fb : Allowable :
0.3701
431.27 psf at
1,165.38 psi
+D+L+H
1.500 ft in Span # 1
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
Load Comb:
0.290: 1
52.11 psi at 180.00 psi
+D+L+H
Max Reactions
Left Support
Right Support
(k) ll 1 1r
0.33
0.33
0.81 0.66
0.81 0.66
Wood Beam Design : FH2
2.400 ft in Span # 1
ll Yi. f; jj
BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced
Max DefleCtTonS
Transient Downward
Ratio
0.005 in Total Downward 0.011 in
7941 >360 Ratio 3377 >240
LC: L Only C: +D+0.750Lr+0.750L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 716
Wood Species :
Using Allowable Stress Design with ASCE 7·16 Load Combinations, Major Axis Bending
Trus Joist Wood Grade : Parallam PSL 2.0E
Fb • Tension
Fb Compr
Applied Loads
2,900.0 psi Fe Prll 2,900.0 psi Fv 290.0 psi Ebendxx 2,000.0 ksi
2,900.0 psi Fe • Perp 750.0 psi Ft 2,025.0 psi Eminbend • xx 1,016.54 ksi
Beam self weight calculaled and added to loads
Unit Load: D = 0.0140, L = 0.040 k/ft, Trib= 10.0 ft
Design Summary
Max fb/Fb Ratio
tb: Actual:
Fb : Allowable :
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv : Allowable :
Load Comb:
0.458 · 1
1,260.60 psf at
2,753.53 psi
+D+L+H
0.273: 1
79.05 psi at
290.00 psi
+D+L+H
8.000 ft in Span # 1
0.000 ft in Span # 1
5.25x14.0
16.0 ft
Density
(k) Q L Lr li Yi. jj
Max Deflections
Transient Downward
Ratio
0.247in Total Downward
1.30 3.20 777 >360 Ratio
45.070 pct
0.348 in
552 >240
Max Reactions
Left Support
Right Support 1.30 3.20 LC: LOnly
0.000 in
9999
LC:+D+L+H
Transient Upward
Ratio
LC:
Total Upward
Ratio
0.000 in
9999
LC:
[ Multiple Simple Beam
l31◄·■3Utld•iV..f4d•
Wood Beam Design : FH3
BEAM Size: 6x6, Sawn, Fully Unbraced
solid forms
engineering
Page 11 of 25
12/07/20
!1941MB1iWii#·li11"U1i•ii,i§§•ht·'
Calculatlons per NOS 2018, IBC 2018, CBC 2019, ASCE 716
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Douglas F'1r • Larch Wood Grade : No.2
Fb Tension
Fb Compr
875 psi Fe Prll 600 psi Fv 170 psi Ebendxx 1300ksi
470 ksi
Density 31.21 pct
875 psi Fe Perp 625 psi Ft 425 psi Eminbend xx
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0160 klft, Trib= 10.0 ft
Unif Load: D = 0.0340, L = 0.060 k/ft, Tnb= 3.0 ft
Design Summary
Max fb/Fb Ratio =
fb: Actual:
Fb : Allowable :
0_250; 1
218.38 psi at
875.00 psi
+D+L+H
0.137: 1
23.35 psi at
170.00 psi
+D+L+H
1.500 ft in Span # 1
Load Comb:
Max fv/FvRatio =
fv: Actual:
Fv: Allowable :
Load Comb:
Max Reactions
Left Support
Right Support
(k) Q I.
0.40 0.27
0.40 0.27
1r
Wood Beam Design : FH4
2.550 ft in Span # 1
ll Yi
~eflections
.,.
3.0 ft
.l:i Transient Downward
Ratio
0.003 in Total Downward 0.008 in
4342 >240 9999 ,360 Ratio
LC: LOnly
Transient Upward 0.000 in
Ratio 9999
LC:
Total Upward
Ratio
LC: +D+L+H
0.000 in
9999
LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 716
BEAM Size: 3.5x11.25, Parallam PSL, Fully Unbraced
Using Allowable Stress Design with ASCE 716 Load Combinations, Major Axis Bending
Wood Species : Trus Joist Wood Grade: Parallam PSL 2.0E
Fb Tension
Fb Compr
2900 psi Fe Prtl 2900 psi Fv 290 psi Ebendxx 2000 ksi Density 45.07 pct
2900 psi Fe Perp 750 psi Ft 2025 psi Eminbend xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Point: D = 10.60, Lr= 5.20, L = 3.70 k@ 1.50 ft
Design Summary
Max fb/Fb Ratio =
fb: Actual: Fb : Allowable:
Load Comb:
Max fv/FvRatio = fv: Actual:
Fv : Allowable :
Load Comb:
0.608; 1
1,745.49 psi at
2,872.56 psi
+D+L+H
0940: 1
272.65 psi at
290.00 psi
+D+L+H
ll L Max Reactions (k)
Left Support
Right Support
5.32 1.85
Lr
2.60
2.60 5.32 1.85
1 .500 ft in Span # 1
2.070 ft in Span # 1
.s 'Ii_
Max Deflections
.1::i Transient Downward
Ratio
0.006 in Total Downward 0.020 in
5886 >360 Ratio 1 769 >240
LC: Lr Only C: +D+0.750Lr+0.750L+H
Transient Upward O.OOOin Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Seismic Design
solidforms
engineering
Page 12 of 25
12/07/20
Design Variables Base Shear Calculation (ASCE 716 Sec. 12.8 & Supplement 2)
Latitude= 33.16 (12.8·2) V=CsW Cs= Sos*I/R
Longitude= 117.33
Site Class= D (12.8·3) Where: Cs ma,. = for HT,, 501 *!/{RT)
Occupancy= II Table 1.51 (12.84) forT>T,, So1*T,*I/{RT2)
Seis. category = D Table 11.61 & 2
I= 1.0 Tables 11 & 11.s1 (12.8·5) Where: Cs m;,. = for s,<0.6:0.044505!~0.0l
R= 6.5 Table 12.21 (12.86) for s,ao.6, 0.551*1/R s, = 1.038 Section 11.4.1
51 = 0.377 Section 11.4.1 DL Area Len.
Fa= 1.200 Table 11.41 Material (psf) (ft') (ft)
fv = 1.923 Table 11.42 Load 2 16 1400
SMs = Ss*F, = 1.246 ~ (11.41) ~~
SMl = S1*fv = 0.725 (11.42) C. QJ Ext. Wall 1 16 155 ::::, _,
Sos = 2/3*5Ms = 0.830 (11.4·3) Int. Wall 7 70
501 = 2/3*5Ml = 0.483 (11.4·4) 1400
All other structural systems Table 12.82
C, = 0.02 Table 12.82 w Load 1 14 1200 6i x= 0.75 Table 12.82 _, Load 3 14 1230 ~ T, = 8 Figure 2215 ~ Load 4 34 110
T, = C,*h: = 0.189 (12.87) _g Ext. Wall 1 16 210
T= T, = 0.189 Section 12.8.2 Int. Wall 7 100
2540
h, = 20.0 Section 12.8.2.1
Cs= 0.128 Section 12.8.1.1
k= 1 Section 12.8.3
Ca= 4 Table 12.21
ti,, = h * "' 0.025 Table 12.121
Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 716, Sec. 12.8.3 & 12.8.6)
Level ___ Wx hx h." Wxhx" Fx Fx (psi) % p 1i,e alk>w.
Upper Level 37.3 20.0 20.0 745 7.4 5.3 69% Yes 0.825
Lower Level 68.9 9.0 9.0 620 6.2 2.4 100% Yes 0.675
106.1 1365 14 8
Level Forces (ASCE 716, Sec. 12.10.1.1)
Level w. :t:w. F, :t:F, Fox Fpx (ASD) Where:
Roof 37.3 37.3 7.4 7.4 7.4 5.2 Fm;,.= 0.21SosW,
Lower Level 68.9 106.1 6.2 13.6 11.4 8.0 Fma,. = 0.41505W,
106.1 13.6
Ht.
(ft)
10
10
8
8
= 0.128
0.393 Max.
= 0.037 Min.
Above w
(kips) (kips)
22.4
12.4
2.5
37.3
16.8
17.2
3.7
12.4 + 13.4
2.5 + 2.8
68.9
Where:
1i,e alk>w. = Ii,, *1/C.,
(Section 12.8.6)
p : Redundancy Check
Required if story shear
is > 35% of base shear
(Section 12.3.4.2)
Wind Design
solidforms
engineering
Page 13 of 25
12/07/20
Wind Pressures for MWFRS ASCE 716 Envelope Procdedure Method 2
Design Variables
Occupancy=
Iwind =
Basic Wind Speed (mph)=
Exposure Category =
Topographic K,, =
Width (ft)=
Length (ft) =
Roof Pitch
Eave Ht. (ft) =
Ridge Ht. (ft) =
Mean Roof Ht (ft) =
>. =
8=
>.K,,I =
2a (ft) =
Min. Design Load (psf) =
II
1.00
110
B
1
23.0
55.0
Flat
19.0
19.0
19.0
1
0.0
1.0
11.0
16.0
Table 1.51
Tables 1.52
Figure 26.5lA
Section 26.7.3
Section 26.8.2
Transverse
Longitudinal
Figure 28.61
Figure 28.61 Note 9
Section 28.4.4
p, = >.K,,Ip530 (28.61) Note:() Horiz. Pressures shall be zero.
Horiz. Press. Vert. Press. Overhangs __ _ A BCD E F G H E=C~H~ GCH (psf)
Transverse
Longitudinal
19.2 10.0 12.7 5.9 23.1 13.1 16.0 10.1 32.3 25.3
19.2 10.0 _1_2_.7_ 5.~9~2=3.113.l,1~6~.010.l32.3 25.3
1
>+Width, W=
iRid • Eave hei~
height
Wind pressures are In psf
•e~ wind pr.....:e is t.ss than zero (0), un O for dasign.
Transverse Governing Design Force:
Transverse Tributary Area:
Transverse Governing Design Pressure:
16.7 kips
1045 ft2
16.0 psf
Wind pressures are in psf
Longitudinal Governing Design Force:
Longitudinal Tributary Area:
Longitudinal Governing Design Pressure:
7.0 kips
437 ft2
16.0 psf
Transverse
Zone Ps Area Force (k) Total (I<)_
A 19.2 209 4.0 
B 0.0 0 0.0 14.6 C 12.7 836 10.6
D 0.0 0 0
Min. 16.0 1045 16.7 16.7

E 23.1 127 2.9
F 13.1 127 1.7 17.8 G 16.0 506 8.1 
H 10.1 506 5.1
Min. 16.0 1265 20.2 20.2
Lonaitudinal
Zone Ps Area Force (k) Total (k)
A 19.2 209 4.0 
B 6.9 
C 12.7 228 2.9
D
Min. 16.0 437 7.0 7.0

E 23.1 303 7.0
F 13.1 303 4.0 19.6 G 16.0 330 5.3 
H 10.1 330 3.3
Min. 16.0 1265 20.2 20.2
Lateral Design
Upper Level NS Line:
Seis. Area (tt') = 500
Shear Line Len.Tot (ft) = 22
Wind Relative to Ridge_= __ P_e~rpe_nd_i_cu_la_r_
Wind Lengths: Left Right
li< = Vert.Trib Height (ft) = 5.0 ,¼ = Dist to Adj Gridline (ft) = 20.0
Shear Above: Line =
L
v.,.,.. (Seis/Wind) =
°lornb. of Load =
vxAbv.Trib. (Seis/Wind) =
solidforms
engineering
A
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 10
lw,mt. (ft) =
Perforated Shearwall
Strength Design Seis. Force: F x =
Maximum Wind Pressure: Px =
vxSeis.(ASD) = Area/2*Fx*P*0.7 =
V,,:w100 = LH*Lw/2*Px*0.6 =
IV, (Above) =
VKTotal =
See Perforated Shearwall Cales on Following Pages
Upper Level NS Line:
Seis. Area (tt') = 1200
Shear Line Len.Tot (ft) = 22
___ w~,~·n~d''Relative to Ridge = Parallel
I Wind Lengths: Left Right
li< = Vert.Trib Height (ft) = I 5.0 __ __, __ _
L. = Dist to Adj Gridline (ft) = I 55.0
Shear Above: Line =
v,,,.""' (Seis/Wind) =
%Trib. of Load =
'VxAbv.Trib. (Seis/Wind) = ____ _
C
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 10
lw,rn,. (ft) = 10
Shearwall
Strength Design Seis. Force: Fx =
Maximum Wind Pressure: Px =
vxSets(ASD) = Area/2*Fx*P*0.7 =
VxWirKJ = LH*lw/2*Px*D.6 =
IV, (Above) =
VK Total =
Vx/L =
Use Sheaiwall Type=
with LTP4 clips@ 
Seis. Wind
5.3
16.0
925
480
925 480
0
Seis. Wind
5.3
16.0
2220
1320
2220 1320
222 132
@
48 "o.c.
psf
psf
lbs
lbs
lbs
lbs
psf
psf
lbs
lbs
lbs
lbs
plf
Page 14 of 25
12/07/20
60%
for entire length of grid line C
Wooc Sheaiwalls =
Length =
Load Type=
Shear Load (lbs) =
Wall DLD,st (psf) =
Resis. DLo,.. (plf) =
Resis. Dleo,,, (lbs) =
DLp,,,,, Dist (ft) =
MomentoT (lbft) =
'Moment,,,,,._ (lbft) =
Uplift (lbs) =
Uplift,"°""=
Uplift.«. =
Left Holdown =
Right Holdown =
w,
10
Seis._ I Wind
2220 1320
7
22200 13200
1693 2100
2159 1168
2159 1168
Per Plan
Per Plan
w,
I
0




w, w,
I I
0 0 0 0 0




1Resisting Moment DL is reduced by 0.60.14*Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1)
Ws w,
I I 0 0 0 0




Lateral Design
Upper Level
Seis. Area (fl') =
Shear Line Len.,ot (ft) =
Wind Relative to Ridge =
Wind Lengths:
NS Line:
750
21
Perpendicular
Left Right
5.0 Li< = Vert.Trib Height (ft)= +,
solidforms
engineering
G
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 10
lwau Tot. (ft) =
Perforated Shearwall
Strength Design Seis. Force: Fx =
Maximum Wind Pressure: Px =
VKSeis.(ASO) = Area/2*F x *p*0.7 =
v.Wird = 4i*Lw/2*Px*0,6 =
'DI, (Above) =
L. = Dist to Adj Gridline (ft) = 35.0 ~~~ Vx Toti!I =
Shear Above: Line =
v,_. (Seis/Wind) =
%re,. of Load =
vxAbv.Tnb. (Seis/Wind) =
~See Perforated Shearwall Cales on Following Pages
Upper Level EW Line: 12 Perforated Shearwall
Seis. Area (fl') = 1400 Strength Design Seis. Force: fx =
Shear Line Len.rot. (ft) = 50 p= 1.0 Maximum Wind Pressure: Px =
Wind Relative to Ridge= Parallel Sos= 0.830 VxSeis.(ASD) = Area/2*F .. *p*0.7 =
Wind Lengths: Left Right Plate Ht. (ft) = 10 V.x.wioo = LH*Lw/2*Px*0,6 =
Lt< = Vert.Trib Height (ft) = 5.0 lwan Tot. (ft) = 'DI, (Above) =
L. = Dist to Adj Gridline (ft) = 20.0 Vx Total =
Shear Above: Line=
v,_. (Seis/Wind) =
o/ornb. of Load =
VxAbv.rnb. (Seis/Wind) =
See Perforated Shearwall Cales on Following Page,~
1Resisting Moment DL is reduced by 0.60.14*Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1)
Seis. Wind
5.3
16.0
1387
840
1387 840
0
Seis. Wind
5.3
16.0
2590
480
2590 480
0
psf
psf
lbs
lbs
lbs
lbs
psf
psf
lbs
lbs
lbs
lbs
Page 15 of 25
12/07/20
Lateral Design
Upper Level E·W Line:
Seis. Area (ft') = 2600
Shear Line Len.Toe (ft) = SO
Wind Relative to Ridge= Parallel
Wind Lengths: Left Right
~ = Vert.Trib Height (ft) = I 5.0 +' Lw = Dist to Adj Gridline (ft) = I 20.0
Shear Above: Line =
L_
v,,_ (Seis/Wind) =
o/ornb. of Load =
Vl<Abv.Trlb. (Seis/Wind) =
Wood Shearwalls =
Length =
Load Type=
Shear Load (lbs) =
Wall DL0,._ (psf) =
Resis. Dlo,sc (plf) =
Resis. Dl.e.ot (lbs) =
DLPoint Dist (ft) =
MomentoT (lbft) =
1Moment:,.,,sc (lbft) =
Uplift (lbs) =
Uplift,,,,.., =
Uplift.et. =
Left Holdown =
Right Holdown =
W1
20
Seis. I Wind
2405 240
16
140
24050 2400
29025 36000
255 1723
N/A N/A
Lower Level N·S Line:
Seis. Area (ft') = 500
Shear Line Len.rot (ft) = 12
___ W_ind Rela_tiv_e_t_o_R_id~g~e_= ___ P_a_ra_ll_el_~
Wind Lengths: Left Right
~ = Vert.Trib Height (ft) = I 9.0 +~
solidforms
engineering
6
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 10
l.w,11 Tot. (ft) = 40
Shearwall
Strength Design Seis. Force: fx =
Maximum Wind Pressure: Px =
VKSeis (ASO) = Area/2*F x *p*0.7 =
VxWind = LH*lw/2*Px *0.6 =
IV, (Above) =
Vx Total =
VxfL=
Use Shearwall Type=
with LTP4 clips@
Seis. Wind
5.3
16.0
4810
480
4810 480
120 12
@
48 "o.c.
for entire length of grid line 6
w,
20
Seis. I Wind
2405 240
16
140
24050 2400
29025 36000
255 1723
N/A N/A
Al6
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
Lwan Tot. (ft) = 12
0




w, w, w,
I I I
0 0 0 0 0 0



i 
Shearwall Seis. Wind
Strength Design Seis. Force: F x = 2.4
Maximum Wind Pressure: Px = 16.0
VKSe,s(ASDJ = Area/2*Fx*p*0.7 = 424
VK'Nind = LH*Lw/2*Px *0.6 = 864
IV, (Above) = 925 480
1349 1344 Lw = Dist to Adj Gridline (ft) = I 20.0 ~+~VxTotal =
Shear Above: Line = Upper Level A
~
v,,_ (Seis/Wind) = 925 480
0/ornb. of Load = 100%
vxAbv.Trib. (Seis/Wind) = 925 480
Wood Shearwalls =
Length =
Load Type=
Shear Load (lbs) =
Wall DL0,._ (psf) =
Resis. Dlo,sc (plf) =
Resis. DI.,,,,,, (lbs) =
DLPoint Dist (It) =
Momentc,T (lbft) =
1Moment:,.,1s, (lbft) =
Uplift (lbs) =
Uplift,oa,, =
Uplift.et. =
Left Holdown =
Right Holdown =
W1
12
Seis. I
1349
16
10792
4458
551
N/A
Wind
1344
10752
5530
454
N/A
w,
j
0 0 0


··· 

Vx/L = 112 112
Use Shearwall Type= @
with LTP4 clips@ 48 "o.c.
for entire length of grid line Al6
w, w, w,
I I I
0 0 0 0 0 0



I 
1Resisting Moment DL is reduced by 0.60.14"5os for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1)
psf
psf
lbs
lbs
lbs
lbs
plf
Page 16 of 25
12/07/20
57%
w,
I
0



I 
psf
psf
lbs
lbs
lbs
lbs
plf
67%
w,
I 0



I 
Lateral Design
Lower Level NS Line:
Seis. Area (ft') = 1200
Shear Line Len.Tot. (ft) = 20
Wind Relative to Ridge = Perpendicular
Wind Lengths:
4i = Vert.Trib Height (ft) =
I.,. = Dist to Adj Gridline (ft) =
Shear Above: Line=
v..,_,._ (Seis/Wind) =
0/oir1b. of Load =
V ><Abv.Tnb. (Seis/Wind) =
Wood Shearwalls =
Length=
Load Type=
Shear Load (lbs) =
Wall D4list. (psf) =
Resis. Dloist. (plf) =
Resis. D4'oint (lbs) =
D4>oint Dist (ft) =
Momentor (lbft) =
1Momen4!eslst. (lbft) =
Uplift (lbs) =
Upli~=
Upli~=
Left Holdown =
Right Holdown =
Lower Level
Seis. Area (ft') =
Shear Line Len.Tot. (ft) =
Wind Relative to Ridge =
Wind Lengths:
4i = Vert.Trib Height (ft) =
I.,. = Dist to Adj Gridline (ft) =
Shear Above: Line=
v..,_,._ (Seis/Wind) =
o/o,r1b. of Load =
v><Abv.Trlb. (Seis/Wind) =
Wood Shearwalls =
Length=
Load Type=
Shear Load (lbs) =
Wall Dlo;st. (psf) =
Resis. Dlo;st. (plf) =
Resis. D4>oint (lbs) =
D4>oint Dist (ft) =
Momentor (lbft) =
1Momen~st (lbft) =
Uplift (lbs) =
Upli~=
Upli~=
Left Right
I 9.0
I 50.0
.
. .
W1
12
Seis. I Wind
1018 2160
16
8142 17280
4458 5530
320 1022
320 1022
Per Plan
Per Plan
NS Line:
650
10
Parallel
Left Right
I 9.0
I 30.0
Upper Level C
2220 1320
100%
2220 1320
W1
7.5
Seis. I Wind
2771 2616
7
22170 20928
762 945
3058 2855
3058 2855
Left Holdown = Per Plan
Right Holdown = Per Plan
solidforms Page 17 of 25
12/07/20 engineeri ng
A69
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
Lwan Tot. (ft) = 12
.
. .
W2
I
0 0
. .
. .
. .
. .
C
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
lwanot. (ft)= 7.5
.
. .
W2
I
0 0
. .
. .
. .
. .
.
0
.
.
.
.
.
0

.
.
.
Shearwall Seis. Wind
Strength Design Seis. Force: F, = 2.4 psf
16,0 psf
lbs
2160 lbs
lbs
.
W3
I
Maximum Wind Pressure: P, =
VXSeisCASOl = Area/2*F,*p*0.7 = 1018
><Wir>l = lti*lw/2*P, *0.6 = V
rv. (Above) =
1018 2160 lbs
85 180 plf
.
Use Shearwall Type= @
with LTP4 clips@ 48 "o.c. 64%
for entire length of grid line A6·9
w~ Ws w6
I I I
0 0 0 0 0 0 0
. . . . . . .
. . . . . .
. . . . . .
. . . . . . .
Shearwall Wind
Strength Design Seis. Force: F, =
Seis.
2.4 psf
psf
lbs
lbs
lbs
lbs
plf .
W3
I
Maximum Wind Pressure: P, =
V.s,;s.(ASOl = Area/2*F,*p*0.7 =
xWlr>l = lti*Lw/2*P,*0.6 = V
.
rv, (Above) =
V,TOClll =
VJ L =
Use Shearwall Type=
16.0
551
1296
2220 1320
2771 2616
369 349
@
with LTP4 clips@ 16 "o.c. 55%
for entire length of grid line C
w~ Ws w6
I I I
0 0 0 0 0 0 0
. . . . . . .
. . . . . . .
. . . . . . .
. . . . . . .
'Resisting Moment DL Is reduced by 0.60.l◄*Scs for Sels.(12.1◄.3.1.3) &. 0.6 for Wind (2.◄.l)
Lateral Design
Lower Level
Seis. Area (ft') =
Shear Line Len.Tot. (ft) =
Wind Relative to Ridge =
Wind Lengths:
I.ti = Vert.Trib Height (ft) =
I.,., = Dist to Adj Gridline (ft) =
Shear Above: Line=
v_ (Seis/Wlnd) =
0/oirib. of Load =
v..AtN.Trlb. (Sels/Wlnd) =
Wood Shearwalls =
Length=
Load Type =
Shear Load (lbs) =
Wall Dlo;s1. (psf) =
Resis. Dlo;s1. (plf) =
Resls. D4'1>int (lbs) =
D4'olnt Dist (ft) =
Momentcrr (lbft) =
1Momen41esist. (lbft) =
Uplift (lbs) =
Upll~=
Upli~ =
Left Holdown =
Right Holdown =
NS Line:
750
22
Parallel
Left Right
I 9.0
I 33.0


W1
3.5
Seis. I Wind
636 1426
16
5089 11405
379 470
1570 3645
1570 3645
Per Plan
Per Plan
Lower Level NS Line:
Sets. Area (ft') = 1020
Shear Line Len.Tot. (ft) = 12
Wind Relative to Ridge =
Wind Lengths:
I.ti = Vert.Trib Height (ft) =
I.,., = Dist to Adj Grldline (ft) =
Shear Above: Line =
v_ (Seis/Wind) =
o/oinb. of Load =
v..AtN.Trtb. (Seis/Wind) =
Wood Shearwalls =
Length=
Load Type =
Shear Load (lbs) =
Wall Dlo;st (psf) =
Resls. Dlo;st. (plf) =
Resis. D4'olnt (lbs) =
D4'olnt Dist (ft) =
Momentcrr (lbft) =
1Momen~st (lbft) =
Uplift (lbs) =
Upli~=
Upli~=
Parallel
Left Right
I 9.0
I 50.0


W1
8
Seis. I Wind
865 2160
7
4200
2
6921 17280
4930 6115
265 1489
265 1489
Left Holdown = Per Plan
Right Holdown = Per Plan
solid forms Page 18 of 25
12/07/20 en gi neeri n g
D
p = 1.0
Sos = 0.830
Plate Ht. (ft) = 8
Lwa11 Tot. (ft) = 3.5


W2
I
0 0 0




E
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
Lwall Tot. (ft) = 8


W2
I
0 0 0




Shearwall Wind
Strength Design Sels. Force: F, =
Seis.
2.4 psf
16.0 psf
lbs
1426 lbs
lbs

W3
I
Maximum Wind Pressure: P, =
Vl<Sels(ASO) = Area/2*F,*p*0.7 =
XWlnd = 1..ti*Lw/2*P, *0.6 = V
Bl. (Above) =
636
v,Toc:a1 = 636 1426 lbs
3.5:1 = (h/2L)* Vx/L = 208 407 plf
@ Use Shearwall Type=
with L TP4 clips @ 48 "o.c. 39%
for entire length of grid line D
W4 Ws W5
I I I
0 0 0 0 0 0 0




Shearwall Seis. Wind
Strength Design Sels. Force: F, = 2.4 psf
16.0 psf
lbs
2160 lbs
lbs

W3
I
Maximum Wind Pressure: P, =
Vl<Sels.(ASO) = Area/2*F.*p*0.7 = 865
XWlnd = Ltt*Lw/2*P.*0.6 = V
Bl, (Above) =
V,Total = 865 2160 lbs
Vx/L = 108 270 plf
@ Use Shearwall Type=
with LTP4 dips@ 24 "o.c. 54%
for entire length of grid line E
W4 Ws W5
I I I
0 0 0 0 0 0 0




'Resisting Moment DL Is reduced by 0.60.14*S.,. for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1)
Lateral Design
Lower Level
Seis. Area (fr) =
Shear Line Len.Tot. (ft) =
Wind Relative to Ridge =
Wind Lengths:
1..+i = Vert.Trib Height (ft) =
L.. = Dist to Adj Gridline (ft) =
Shear Above: Line =
v,_ (Seis/Wind) =
o/ornb. of Load =
vxAbv.Trtb. (Seis/Wind) =
Wood Shearwalls =
Length =
Load Type =
Shear Load (lbs) =
Wall Dlast. (psf) =
Resis. Dlast. (plf) =
Resis. D4>oint (lbs) =
D4>oint Dist (ft) =
Momentor (lbft) =
1Momen~ (lbft)=
Uplift (lbs) =
Upli~=
Upli~. =
Left Holdown =
Right Holdown =
NS Line:
400
8
Parallel
Left Right
I 9.0
I 19.0


W1
8
Seis. I Wind
339 821
16
2714 6566
1981 2458
98 548
N/A N/A
Lower Level NS Line:
Seis. Area (fr) = 650
Shear Line Len.Tot. (ft) = 20
Wind Relative to Ridge =
Wind Lengths:
1..+i = Vert.Trib Height (ft) =
L.. = Dist to Adj Gridline (ft) =
Shear Above: Line =
v,_ (Seis/Wind) =
%,rib. of Load =
VxAbv.Trtb. (Seis/Wind) =
Wood Shearwalls =
Length =
Load Type=
Shear Load (lbs) =
Wall DLOist. (psf) =
Resis. Dlast. (plf) =
Resis. D4>oint (lbs) =
D4>oint Dist (ft) =
Momentor (lbft) =
1Momen~st. (lbft) =
Uplift (lbs) =
Upli~=
Upli~=
Parallel
Left Right
I 9.0
I 3o.o
Upper Level G
1387 840
100%
1387 840
W1
5
Seis. I Wind
1939 2136
16
15510 17088
774 960
3275 3584
3275 3584
Left Holdown = Per Plan
Right Holdown = Per Plan
solidforms Page 19 of 25
12/07/20 engineeri n g
F
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
Lwall Tot. (ft) = 8


W2
I
0 0




G
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
lwaH Tot. (ft) = 5


W2
I
0 0





0





0





Shearwall
Strength Design Seis. Force: F. =
Maximum Wind Pressure: Px =
VJCSeis(ASO) = Area/2*F.*p*0.7 =
XWlnd = l+i*Lw/2*P. *0.6 = V

r.v. (Above) =
Vx Total =
VJL =
Use Shearwall Type=
Seis.
2.4
339
Wind
psf
16.0 psf
lbs
821 lbs
lbs
339 821 lbs
42 103 plf
@
with LTP4 clips @ 48 "o.c. 61%
for entire length of grid line F
W3 W4 Ws w6
I

I I I
0 0 0 0 0 0




Shearwall Seis. Wind
Strength Design Seis. Force: F. = 2.4
Maximum Wind Pressure: P. =
psf
16.0 psf
Vx5e15 <ASOJ = Area/2*F. *p*0. 7 = 551 lbs
V xWind = l..+i*Lw/2*P.*0.6 = 1296 lbs
r.v. (Above) = 1387 840 lbs
v. Total = 1939 2136 lbs
VJ L = 388 427 plf
@ Use Shearwall Type=
0




with L TP4 d ips @ 48 "o.c. 64%
for entire length of grid line G
W3 W4 Ws w6
I I I I
0 0 0 0 0 0 0




'Resisting Moment DL Is reduced by 0.60.14*S.,. for Sels.(12.14.3.1.3) &. 0.6 for Wind (2.4.1)
Lateral Design
Lower Level
Seis. Area (tt2) =
Shear Line Len.rat. (ft) =
Wind Relative to Ridge =
Wind Lengths:
ltt = Vert.Trib Height (ft) =
I.,. = Dist to Adj Gridline (ft) =
Shear Above: Line=
v._ (Seis/Wind} =
%rrtb. of Load =
vl<Abv.Trtb. (Seis/Wind) =
EW Line:
660
23
Parallel
Left Right
I 9.0
I 23.0
Upper Level 12
2590 480
100%
2590 480
solid forms
engineering
1
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
lwan Tat. (ft) =
Perforated Shearwall
Strength Design Seis. Force: F, =
Maximum Wind Pressure: P. =
V>CSes (ASO) = Area/2*F • *p*0. 7 =
XWJnd = Ltt*Lw/2*P,*0.6 = V
'[)I, (Above) =
Seis.
2.4
560
2590
Wind
psf
16.0 psf
lbs
994 lbs
480 lbs
V,ro1a1 = 3150 1474 lbs

0
Page 20 of 25
12/07/20
See Perforated Shearwall Cales on Following Pages
Lower Level
Seis. Area (tt2) =
Shear Line Len.rot (ft) =
Wind Relative to Ridge =
Wind Lengths:
ltt = Vert.Trib Height (ft) =
I.,. = Dist to Adj Gridline (ft) =
Shear Above: Line =
v._ (Seis/Wind} =
o/orrtb. of Load =
vl<Abv.Trtb. (Seis/Wind) =
Wood Shearwalls =
Length=
Load Type=
Shear Load (lbs) =
Wall Dlo;st. (psf) =
Resis. Dlo;st. (plf) =
Resis. D4'0int (lbs) =
D4'0int Dist (ft) =
Momentor (lbft) =
1Momen41esist. (lbft) =
Uplift (lbs) =
Uplitt_ =
Upli~ =
EW Line:
570
20
Parallel
Left Right
I 9.0
I 20.0
Upper Level 12
2590 480
100%
1060 480
W1
3.5
Seis. I Wind
1543 1344
16
12344 10752
379 470
3988 3427
3988 3427
Left Holdown = Per Plan
Right Holdown = Per Plan
3
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
Lw,11 rat. (ft) = 3.5


W2
I
0 0





0





Shearwall
Strength Design Seis. Force: F. =
Maximum Wind Pressure: P, =
V>CSes(ASOJ = Area/2*F.*p*0.7 =
XWJnd = ltt*Lw/2*P• *0.6 = V
'[)I, (Above) =
Seis.
2.4
483
1060
Wind
psf
16.0 psf
lbs
864 lbs
480 lbs
v. ro1a1 = 1543 1344 lbs
3.5: 1 = (h/2L}* V.,/L = 504 384 plf

Use Shearwall Type= @
with L TP4 clips @ 32 "o.c. 31%
for entire length of grid line 3
W3 W4 Ws w6
I I I I
0 0 0 0 0 0 0




'Resisting Moment DL Is reduced by 0.60.14*S,,. for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1)
Lateral Design
Lower Level
Seis. Area (ft2) =
Shear Line Len.rot (ft) =
Wind Relative to Ridge =
Wind Lengths:
4i = Vert.Trib Height (ft) =
lw = Dist to Adj Gridline (ft) =
Shear Above: Line =
v,_ (Seis/Wind) =
°lornb. of Load =
VxNN.rnb. (Seis/Wind) =
Wood Shearwalls =
Length=
Load Type =
Shear Load (lbs) =
Wall Dloist. (psf) =
Resis. Dlo;s1. (plf) =
Resis. DLp.,;nt (lbs) =
DLp.,;nt Dist (ft) =
Momentor (lbft) =
1Momen41es;s1. (lbft) =
Uplift (lbs) =
Upl i~ =
Upli~ =
Left Holdown =
Right Holdown =
Seis. Area (ft2) =
Shear Line Len.rot (ft) =
Wind Relative to Ridge =
Wind Lengths:
4i = Vert.Trib Height (ft) =
Lw = Dist to Adj Gridline (ft) =
Shear Above: Line=
v,_ (Seis/Wind) =
°lornb. of Load =
VxNN.Tnb. (Seis/Wind) =
Wood Shearwalls =
on Concrete =
Load Type=
Shear Load (lbs) =
Wall Dlo;st_ (psf) =
Resis. Dl..o;st. (plf) =
Resis. DLp.,;nt (lbs) =
D4>oint Dist (ft) =
Momentor (lbft) =
EW Line:
1220
18
Parallel
Left Right
I 9.o
I 21.0
Upper Level 6
4810 480
100%
4810 480
W1
18
Seis. I Wind
5845 1387
16
140
46757 11098
21002 26050
1472 854
1472 N/A
Per Plan
Per Plan
Line:
I
I


W1
I
solidforms
engineering
5
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
I.wall Tot (ft) = 18


Sheaiwall Seis.
Strength Design Seis. Force: F. = 2.4
Maximum Wind Pressure: P. =
V>CSels(ASOJ = Area/2*F.*p*0.7 = 1035
xW!nd = 1.+i*Lw/2*P,*0.6 = V
'I.V. (Above) = 4810
Wind
psf
16.0 psf
lbs
907 lbs
480 lbs
v. roto1 = 5845 1387 lbs
VJ L = 325 77 plf

Use Shearwall Type= @
Page 21 of 25
12/07/20
with L TP4 clips @ 16 "o.c. 65%
W2
I
0 0 0




p = 1.0
Sos= 0.830
Plate Ht. (ft) =
lwoll Tot. (ft) =


W2
I
for entire length of grid line 5
W3 W4 Ws w6
I I I I
0 0 0 0 0 0




Sheaiwall Seis. Wind
Strength Design Seis. Force: F. = psf
psf
lbs
lbs
lbs
lbs
plf 
W3
I
Maximum Wind Pressure: Px =
VxS<is(ASOJ = Area/2*F.*p*0.7 =
xWlnd = l.+i*lw/2*P,*0.6 = V

'I.Vx (Above) =
VxTotol =
VJ L =
Use Shearwall Type=
with LTP4 clips@
for entire length of grid line
W4 Ws
I I
0
6 "o.c.
w6
I
0




1Momen41esist. (lbft) = 1++++++++++rU p Ii ft (lbs) =
Upli~=
Upli~=
Left Holdown =
Right Holdown =
1ResisUng Moment DL Is reduced by 0.60.14*Scs for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1)
Lateral Design
Lower Level
Seis. Area (ft') =
Shear Line Len.Tot. (ft) =
Wind Relative to Ridge =
Wind Lengths:
Ltt = Vert.Trib Height (ft) =
Lw = Dist to Adj Gridline (ft) =
Shear Above: Line =
v_ (Seis/Wind) =
o/ornb. of Load =
v>IAbv.Tnb. (Seis/Wind) =
EW Line:
1400
12
Parallel
Lett Right
I 9.0
I 30.0


solidforms
en gin eeri n g
9
p = 1.0
Sos= 0.830
Plate Ht. (ft) = 8
lwoll Tct. (ft) =




Perforated Sheaiwall Seis.
Strength Design Seis. Force: F. = 2.4
Maximum Wind Pressure: P. =
VxSels.(ASOl = Area/2*F,*p*0.7 = 1187
XWlnd = ltt*Lw/2*P, *0.6 = V
rv. (Above) =
Wind
psf
16.0 psf
lbs
1296 lbs
lbs
V,Tctol = 1187 1296 lbs
0
See Perforated Sheaiwall Celc:s on Following Pages
Seis. Area (ft') =
Shear Line Len.Tot. (ft) =
Wind Relative to Ridge =
Wind Lengths:
ltt = Vert.Trib Height (ft) =
Lw = Dist to Adj Gridline (ft) =
Shear Above: Line =
v_ (Seis/Wind) =
0/orrib. of Load =
v>IAbv.Trib. (Seis/Wind) =
Wood Shearwalls =
Length=
Load Type =
Shear Load (lbs) =
Wall Dlo;st. (psf) =
Resis. Dlo;st. (plf) =
Resis. D4'olnt (lbs) =
Lett

Line:
Right
I
I


W1
I
p = 1.0
Sos = 0.830
Plate Ht. (ft) =
Lw.11 Tct. (ft) =


Wz
I


Sheaiwall
Strength Design Seis. Force: F, =
Maximum Wind Pressure: P, =
VxSels.(ASOl = Area/2*F, *p*0.7 =
.winc1 = ltt*Lw/2*P, *0.6 = V

rv, (Above) =
V,Tctal =
V.,/L =
Use Shearwall Type=
with LTP4 dips@
Seis. Wind
0
48 "o.c.
for entire length of grid line
W3 w~ Ws
I I I
psf
psf
lbs
lbs
lbs
lbs
pit
w6
I
Page 22 of 25
12/07/20
D4>o1n1 Dist (ft) = 1~f~i.+.+.+,~
Momentor (lbft) =
1Momen~st. (lbft) = 1~++++~++++,1U p Ii ft (lbs) =
Uplitt_=
Upli~ =
Left Holdown =
Right Holdown =
'Resisting Moment DL Is reduced by 0.60.14*Sos for sets.(12.14.3.1.3) &. 0.6 for Wind (2.4.1)
Perforated Shear Wall Analysis
so lid forms
eng in eering
Page 23 of 25
12/07/20
Wood Framed Shear Walls with Openings (SEAOC Design Manual Vol. II}
Gov.
Grid Line: Upper Level A Force: Seismic =
Sos = 0.8304 Uniformly Distributed Resisting DL =
Wall Dimensions (ft} W1 W2 W3
Window 2 5 2
Hl = 1
H2 = 2
H3 = 7
9 ft
Max Shear =
925 lbs
144 plf
I !Oft
Overturning Moment =
1Resist. Overturning Moment =
Resulting Uplift Force =
Header Strap Tension =
Sill Strap Tension =
231 plf
9250 lbs*ft
2821 lbs*ft
714 lbs
514 lbs
294 lbs
Holdown Per Plan
CS16 Strap 30%
CS16 Strap 17%
'Resisting Moment DL Is reduced by 0.&0.11•5os for Sels.(12.11.3.1.3) &. 0.6 for Wind (2.1.1)
Gov.
Grid Line: Upper Level G Force: Seismic =
S05 = 0.8304 Uniformly Distributed Resisting DL =
Wall Dimensions (ft) W1 W2 W3
Window 3.5 6.5 7 ,, Hl = 1 ...............................
H2 = S
H3 = 4
17 ft
Max Shear = 286 plf €}
Overturning Moment = 13875 lbs*ft
1Resist. Overturning Force = 10066 lbs*ft
Resulting Uplift Force = 224 lbs N/A
Header Strap Tension = 928 lbs CS16 Strap
Sill Strap Tension = 431 lbs CS16 Strap
1387 lbs
144 plf
1'··
54%
25%
1Reslstlng Moment DL Is reduced by 0.60.11*Sos for Seis.(12.11.3.1.3) &. 0.6 for Wind (2.1.1)
Vert. Shear Force Above Header
1 206 1
,_,,Header Strap Tensio .... n .
V (lb) =I (51) I I 514 I I (51)
Shear t bove Jenin~
v (plf) =I (26) I 206 l__illLJ
Horiz. Force@ Openi~
V(lb)=I 462 I ~
., Shear @ Opening .,
v (plf) =I 231 I I 231
Vert. Shear Force Below Sill
T (lb)= I 822 1
V (lb) =I 169
Sill jtrap Teron I 294 I 169
Shear Below Sill
V (plf) =I 84 I 117 I 84
Vert. Shear Force
T (lb) =I 1028 I 1 1028 1
Vert. Shear Force Above Header
1 286 1
Header Strap Tension
V (lb) =,1 (377),1 I 928 I ., (92),
Shear t bove o1enin~
v (plf) =I (108) I 286 L@_J
Horiz. Force @ Openi~
V (lb) =I 551 I ~
,, Shear @ Opening ,,
v (plf) =I 157 I I 120
Vert. Shear Force Below Sill
T (lb)= 1 s31 1
V (lb) =I 120
Sill r rap Teran
1 431 1 406
Shear Below Sill
V (plf) =I 34 I 133 I 58
Vert. Shear Force
T (lb) =I 816 I 816
solid forms
e ngi neering
Gov.
Grid Une: Upper Level 12 Force: Seismic=
S05 = 0.8304 Uniformly Distributed Resisting DL =
Wall Dimensions (ft) W1 W2 W3
Window 2.5 16.S 2.5
Hl = 2
H2 =
HJ =
5
3
Max Shear =
Overturning Moment =
1Resist. Overturning Force =
Resulting Uplift Force =
Header Strap Tension =
Sill Strap Tension =
21.5 ft
330 plf
16482 lbs*ft
16100 lbs*ft
18 lbs
1423 lbs
1159 lbs
N/A
CS16 Strap
CS16 Strap
1648 lbs
144 plf
83%
68%
1Reslstlng Moment DL Is reduced by 0.60.14*S,,, l'or Sels.(12.14.3.1.3) &. 0.6 fOf Wind (2.4.1)
Gov.
Grid Line: Lower Level 1 Force: Seismic =
Sos= 0.8304 Uniformly Distributed Resisting DL =
Wall Dimensions (ft) W1 W2 W3
Window 2.5 6.5 3
1861 lbs
144 plf
:: : : ,:::::::::::::::::::::::::::::::,,, I , .
Max Shear =
Overturning Moment =
1Resist. Overturning Force =
Resulting Uplift Force =
Header Strap Tension =
Sill Strap Tension =
12 ft
543 plf
16751 lbs*ft
5015 lbs*ft
978 lbs
1764 lbs
924 lbs
@}
N/A
Dbl CS16
CS16 Strap
52%
54%
1Reslsting Moment DL Is reduced by 0.60.14*S,,, l'or Sels.(12.14.3.1.3) &. 0.6 fOf Wind (2.4.1)
Gov.
Grid Une: Lower Level 9 Force: Seismic=
Sos = 0.8304 Uniformly Distributed Resisting DL =
Wall Dimensions (ft) W1 W2 W3
Window 2.5 6.5 2.5
Hl = 1 ...............................
H2 = 5 ...............................
HJ = 2
11.5 ft
Max Shear = 361 plf ~ Overturning Moment = 9499 lbs*ft
1Resist. Overturning Moment = 4606 lbs*ft
Resulting Uplift Force = 425 lbs N/A
Header Strap Tension =· 1174 lbs CS16 Strap
Sill Strap Tension = 755 lbs CS16 Strap
1187 lbs
144 plf
69%
44%
Page 24 of 25
12/07/20
Vert. Shear Force Above Header
1 345 1
Header Strap Tension
V (lb) = ,1 ..,..(599_,,.),I I 1423 I I,..,..(599.,..,.),l
~_,Shear Above Openinf,I...__.,
v (plf) =I (240) i l 172 ! L..QiQlJ
~'H...;..;oriz. Force @ Openi~
V (lb) =I 824 I ~
~. Shear @ Opening ~.
v (plf) =I 330 l I 330
Vert. Shear Force Below Sill
T (lb) = I 422 l
Sill jtrap TeTion V (lb) =I (335),i 1159 ~I (335)i
Shear Below Sill
v (plf) =I (134) i l 141 i I (134) I
Vert. Shear Force
T (lb) = ,l 767,i ,l _ 7_6_7 _,
Vert. Shear Force Above Header
1 543 1
Header Strap Tension
V (lb) =Ir(872),i l 1764 I ,.(795),i
Shear Above Openin~
V (plf) =rI ..,...(349_,,),i I 543 ! WillJ
Horiz. Force @ Openi~
V (lb) =,l """5=9,,....2,i ~
~, Shear @ Opening ~.
v (plf) =I 357 I l 323
Vert. Shear Force Below Sill
T (lb}= I 853 I
V (lb) =I (32)
Sill jtrap TeTion I 924 I 45
Shear Below Sill
V (plf) =I (13) I 284 I 15
Vert. Shear Force
T (lb) =I 1396 I I 1396 I
Vert. Shear Force Above Header
1 361 I
~_,Header Strap Tensio_n ,
V (lb) =I (581) I I 1174 I l (581) l
Shear t bove 1enin~
v (plf) =I,(232_,,.),l 361 ~
Horiz. Force@ Openi~
V (lb) = ,1 """594,i LJ21J
Shear @ Opening
V (plf) = ,1 =2=3=7 _,, ,l =2=3=7,
Vert. Shear Force Below Sill
T (lb) = l 465 i
Sill jtrap TeTion V (lb) =,1 (1_6_1),i 755 l~(l_6_1),i
Shear Below Sill
v (plf) =I (65) i I 232 i l (65) i
Vert. Shear Force
T (lb) =l,....,8..,...26,I ,1 826,
solidforms
engineeri n g
Page 25 of 25
12/07/20
Foundation Design
Concentrated Loads
Pad Ftg: Fl q= 1500 psf
D( 6900 )+Lr( 3000 )+L( 1200 ) + W( ) + E( ) = 11,100 # Total Load
Gov. Load: D+0.75L+0.75Lr = 10050 # Factored Load
.../(144* 10050 / 1500 )= 31.1 11 Min. Square Dimension
Use: 33 "Sqr. x 18 "Deep with (4) #5 Bars Ea. Way Loaded:■:g@
Pad Ftg: F2 q= 1500 psf
D( 4700 )+Lr( 2200 )+L( 900 ) + W( ) + E( ) = 7,800 # Total Load
Gov. Load: D+0.75L+0.75Lr = 7025 # Factored Load
.../(144* 7025 / 1500 )= 26.0 11 Min. Square Dimension
Use: 30 "Sqr. x 18 "Deep with (4) #5 Bars Ea. Way Loaded:fifl
Pad Ftg: Fl q= 1500 psf
D( 11400 )+Lr( 9000 )+L( 7000 ) + W( ) + E( ) = 27,400 # Total Load
Gov. Load: D+0.75L+0.75Lr = 23400 # Factored Load
.../(144* 23400 / 1500 )= 47.4 11 Min. Square Dimension
Use: 51 "Sqr. X 18 "Deep with (6) #5 Bars Ea. Way Loaded: ■:fM
Pad Ftg: F4 q= 1500 psf
D( 5500 )+Lr( 2900 )+L( 400 ) + W( ) + E( ) = 8,800 # Total Load
Gov. Load: D+Lr = 8400 # Factored Load
.../(144* 8400 I 1500 )= 28.4 11 Min. Square Dimension
Use: 33 "Sqr. X 18 "Deep with (4) #5 Bars Ea. Way Loaded:@M
,.,.. DevelCJpfllent _Services
( City of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
B50
Building Division
1635 Faraday Avenue
(760) 6022719
www.carlsbadca.gov
This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance
requirements apply to their projects. The completed checklist must be included in the building permit application. It may be
necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate
full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach
to comply with energyrelated measures will need to attach to this checklist separate calculations and documentation as
specified by the ordinances.
NOTE: The following type of penmits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
an explanation must be provided to the satisfaction of the Building Official.
A Details on CAP ordinance requirements are available on the city's website.
A A CAP Building Plan template (form B55) shall be added to the title page all building plans. This template shall be
completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and
download the latest form.
Project Name/Building
Permit No.: _____________ BP No.: 'Pc2o2o Q02(
Property Address/APN: 2051305900
Applicant Name/Co.: David Geesey 
App Ii cant Address: 1640 Sandalwood Lane, Carlsbad, CA 92008
Contact Phone: 760707391 O Contact Email: Safari123089@gmail.com
Contact information of person completing this checklist (if different than above):
Name:
Company
name/address:
Applicant Signature: ~ .,/ T
B50
Contact Phone:
Contact Email:
Date: 12/11/2020
Page 1 of 6 Revised 06/18
Ci(y of Carlsbad Climate Action Plan Consistency Checklist
Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project.
For alterations and additions to existing buildings, attach Building Permit Valuation worksheet.
Building Permit Valuation (BPV) from worksheet: $ 2Ca4 ro'J
[!] Residential
□ New construction
□ Additions and alterations:
□ BPV < $60,000
□ BPV;, $60,000
□ Electrical service panel upgrade only
µ:j BPV;, $200,000
D Nonresidential
□ New construction
□ Alterations:
□ BPV;, $200,000 or additions;, 1,000
square feet
□ BPV;, $1,000,000
□ ;, 2,000 sq. ft. new roof addition
1. Energy Efficiency
Lowrise
N/A
1A,4A
~1A, 4A,:J
Highrise
I1B, 2B, 3B,4A
N/A
4A
1B,4A'
1 B, 2B, 3B, 4B and 5
1B, 5
1B, 2B, 5
2B,5
A highrise residential building is 4 or more stories, including a
mixeduse building in which at least 20% of its conditioned floor
area is residential use
All residential additions and alterations
12 family dwellings and townhouses with attached garages
only
'Multifamily dwellings only where interior finishes are removed
and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed
Building alterations of;, 75% existing gross floor area
1B also applies if BPV;, $200,000
Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for
more infom,ation when completing this section.
A Residential addition or alteration~ $60,000 building pennit valuation. 0 N/A ________ _
CMC section 18.30.190. D Exception: Home energy score~ 7
(attach certification)
Year Built Singlefamily Requirements Multifamily Requirements
Pf( Before 1978 Select one:
□Duct sealino l!I Attic insulation □ Cool roof □ Attic insulation
□ 1978 and later Select one:
□ Lighting package □Water heating Package
□ Between 1978 and 1991 Select one:
□ Duct sealing □Attic insulation □Cool roof
□ 1992 and later Select one:
□Lighting package □Water heating package
B. D Nonresidential' new construction or alterations~ $200,000 building permit valuation,
or additions ~ 1,000 square feet □ N/A
lJ pdatcd 8/ I 5/2019 2
C!,ty of Carlsbad Climate Action Plan Consistency Checklist
See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2Energy Efficiency.
AS.203.1.1 Choose one: Cl .1 Outdoor lighting □.2 Warehouse dock seal doors
Cl .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) □ N/A _________ _
□ .4 Da~ight design PAFs □.s Exhaust air heat recovery
A5.203.1.2.1
Choose one as applicable: 095 Energy budget 090 Energy budget □ NIA
A5.211.1tt
D Onsrte renewable energy □ NIA
A5.211.3tt
D Green power (if offered by local utility provider, 50% minimum renewable souroes) □ NIA
A5.212.1
D Elevators and escalators □ NIA
AS.213.1
D Steel framing □ NIA
'Includes hotels/motels and highnse residential buildings
tt For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comp~
wrth CMG 18.30.130 instead.
2. Photovoltaic Systems
A. D Residential new construction (for lowrise residential building penrnit applications submitted after 1/1/20). Refer to 2019 California
Energy Code section 150.1(c)14 for requirements. Notes: 1) Highrise residential buildings are subject to nonresidential photovoltaic
requirement (28 below) instead. 2) ~ project includes installation of an electric heat pump water heater pursuantto CMC 18.30.150(8)
(highrise residential) or 18.30.170(8) (lowrise residential), increase system size by .3kWdc if PV offset option is selected.
Floor Plan ID (use additional CFA #d.u. Calculated kWdc'
sheets if necessary)
Total System Size:
kWdc= (CFAx.572) / 1,000 + (1.15x#d.u.)
'Fonrnula calculation wihere CFA = conditional floor area, #du= number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
Exception
□
□
□
□
kWdc
B. D Nonresidential new construction or alterations ~$1,000,000 BPV and affecting ?75% existing floor area, or addition that increases roof
area by ?2,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to
highrise residential and hoteUmotel buildings.
Choose one of the following methods:
□ Gross Floor Area (GFA) Method
GFA:
011 < 10,000s.f. Enter: 5 kWdc
Min. System Size:
011;, 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ••
kWdc
**Round building size factor to nearest tenth, and round system size to nearest whole number.
□ TimeDependent Valuation Method
Updated 8/15/2019 3
~ity of Carlsbad Climate Action Plan Consistency Checklist
Annual TDV Energy use:• .. ______ x .80= Min. system size: _____ kWdc
... Attach calculation documentation using modeling software approved by the California Energy Commission.
3. Water Heating
A. D Residential and hotel/motel new construction
Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section.
O For systems serving individual dwelling units choose one:
D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (lowrise
residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise
residential hotel/motel) or CA Energy Code section 150.1{c) 14 {lowrise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
0 Exception:
O For systems serving multiple dwelling units, install a central waterheating system with all of the following:
0 Gas or propane water heating system
O Recirculation system per CMC 18.30.150(8) (highrise residential, hotel/motel) or CMC 18.30.170(8) (low
rise residential)
D Solar water heating system that is either:
D .20 solar savings fraction
D .15 solar savings fraction, plus drain water heat recovery
0 Exception:
8. D Nonresidential new construction
Please refer to Carlsbad Ordinance CMC section 18.30,150 when completing this section.
O Water heating system derives at least 40% of its energy from one of the following (attach documentation):
D Solarthermal D Photovoltaics D Recovered energy
□Water heating system is (choose one):
□ Heat pump water heater
□ Electric resistance water heater(s)
□Solar water heating system with .40 solar savings fraction
0 Exception:
Updated 8/15/2019 4
City o_f Carlsbad Climate Action Plan Consistency Checklist
4. Electric Vehicle Charging
A ~esidential New construction and major alterations•
Please refer to Carlsbad Ordinance CMC section 18.21.140 when com
ne and twofamily residential dwelling or townhouse with attached garage:
f}one EVSE Ready parking space required .@Exceptio11 . tlel Requi,ed
0 Multifamily residential· D Exception ·
Total Parking Spaces EVSESoaces
Proposed Caaable Readv Installed
Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number)
EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number)
EVSE other= Total EVSE spaces EVSE Installed
(EVSE other may be "Capable," "Ready" or "Installed.")
Total
*Major alterations are: (1) for one and twofamily dwellings and townhouses with attached garages, alterations have a building perm~ valuation~ $60,000
or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit
valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing
systems are proposed.
B D Nonresidential new construction (includes hotels/motels) D Exception ·
Total Parking Spaces EVSE Soaces
Proposed Capable Ready Installed Total
Calculation· Refer to the table below·
Total Numberof Park·1rm Spaces provided Number of reauired EV Spaces Number of reauired EVSE Installed Spaces
□ 09 1 1
□ 1025 2 1
□ 2650 4 2
□ 5175 6 3
□ 76100 9 5
□ 101150 12 6
□ 151200 17 9
11 201 and over 10 n,arcent of total 50 nercent of Reauired EV Spaces
Updated 8/15/2019 5
City o_f Carlsbad Climate Action Plan Consistency Checklist
5. D Transportation Demand Management (TDM): Nonresidential ONLY
An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employeegenerated ADT.
City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. IITDM is applicable to your
permit, staff will contact the applicant to develop a sitespecific TOM plan based on the permtt details.
Acknowledgment:
•Employee ADT Estimation for Various Commercial Uses
Use
EmpADTfor
first 1,000 s.f.
EmpADTI
1000 s.f.,
Office (all), 20
Restaurant 11
Retaib 8
Industrial 4
Manufacturing 4
Warehousin 4
1 Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 10'"Edition
13
11
4.5
3.5
3
1
2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to
calculate employee ADT
3 Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
Sample calculations:
Office 20,450 sf
1. 20,450 sf/ 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf= 8 ADT
2. 9,334 sf 1,000 sf= 8,334 sf
3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT
I acknowledge that the plans submrtted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should
my permit require a TOM p~d understand that an approved TOM plan is a condttion of permit issuance.
Applicant Signature \d./ =7 Date 12/11/2020
Person other than Applicant to be contacted for TDM compliance (if applicable):
Name(Printed): __________________ _ Phone Number. ____ _
Email Address·. __________________ _
lJ pdated 8115/2019 6
GJr_.,j) PCj''l200051 . . https://mail.google.com/mail/u/O?ik=6al l ffi276f&view=pt&search& ...
I of9
.. Gmail David & Beth Geesey <safari123089@gmail.com>
PC20200051
Jason Pasiut <Jason.Pasiul@carlsbadc.gov> Tue, Jan 19, 2021 at 8:39 AM
To: David & Beth Geesey <Safari123089@grnaU.com>
Cc: Shay Even <Shay.Even@car1sbadca.gov>, Building <buHding@carlsbadca.gov>
Good morning, I will approve the proposed design after theresubmittal is reviewed by your Esgil Plan Examiner.
Please have the Plan Examiner reach out to me when they are conducting the review.
Thank you
( City of
Carlsbad
Jason Pasiut
Building and Code Enforcement Manager I Building
Community Development Department
1635 Faraday Ave.
Carlsbad, CA 92008
www.carlsbadca.gov
76060227881 7607208558 fax I Jason.pasiut@carlsbadca.gov
Facebook I Twitter I You Tube I Pinterest IEnews
From: David & Beth Geesey <safari123089@gmail.com>
Sent: Friday, January 15, 2021 7:03 PM
To: Jason Pasiut <Jason.Pasiut@carlsbadca.gov>
Cc: Shay Even <Shay.Even@carlsbadca.gov>; Building <building@CarlsbadCA.gov>
Subject: Re: FW: PC20200051
Jason
2/11/2021, 8:19 PM
Gmail P(jl020005 I ht1ps://mail.google.com/mail/u/O?ik=6al lffi276f&view=pt&searc& ... . . .
2of9
Please let me clarify. I'm not seeking to use my neighbo(s soils report because they do not have one. Instead, they
improved their standard foundation to mitigate any adverse soils conditions. (See attached)
My building engineer has increased the size of footings and slab thickness, provided additional soils notes on the
plans and classified the soi as silty sand. I've attached his updated drawings and correction letter, both dated
210112.
I would like to follow the precedence your department approved for my neighbor. Please confirm this is acceptable.
Thank you
David Geesey
On Fri, Jan 15, 2021 at 10:00 AM Shay Even <Shay.Even@carlsbadca.gov> wrote:
2/11/2021, 8:19 PM
( City of
Carlsbad
HOUSING DEVELOPMENT
TRACKING
Development Services
Planning Division
1635 Faraday Avenue
(760) 6024610
www.carlsbadca.gov P20
The following infonnation is required by to the Slate of California to track new housing development for all
inrome levels. Please complete this form to the best of your knowledge and submit prior to building permit
i$$U311c:e.
Project Name: Geesey ADU Tract/Permit No.: =Project Address: 1640 Sandalwood Lane, Carlsbad, CA 92008 APN: 2051305900
Structure Description:
0 SingleFamily D 2nd Dwel6ng Unit
0 Mobile Home (new spaces added) 0 SingleFamily+ 2DU
0 TwoFour Unit
0 5 + Unit Structure
l!!I Remodel/Reconstruction (new dwelling units added)
0 Commel"ciallResidential (miXeduse)
Project's planned initial occupancy is for: II Rental occupant D 0wner occupant
Do you intend to use this propel1y as your personal residence? 0 Yes Ill No
If yes, please provide the estimated market value: $800,000 (Entire house)
Will an affordable housing deed restriction be recoroed on the property? □Yes ■No
Which units in the project will be deed restricled? _________________ _
Pleae indicate the number of units for each bedroom type that wlD be pn,vided and a price range.
Individual responses wiU not be shared with oulslde parties.
Number of units for sale Bedrooms per unit Price range (low and high)
Studios $
1 bd $
2bd $
3bd $
4+bd $
Number of units for rent Bedrooms per unit Rent range (low and high)
1 Studios $15Q0.2000
1 bd $
2bd $
3bd $
4+bd $
OWNER(S): Geesey, David A DEVELOPER(S):
(last Fust. 1,or Film Name) (last Fils!,_,,_ or Film Name)
ADDRESS: 1640 Sandalwood Lane ADDRESS:
CrTY, STAlE, ZIP: Carlsbad, CA 92008 CllY, STAlE,ZIP:
lELEPHONE:
SIGNATURE:
TELEPHONE:
DAlE: 1/7./2a,z I
P20 Page 1 of1 RiNised 10/10
PROPERTY LINE


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N 50·05'2o"E 78.00'
CONG.
BLOCK WALL
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1640 SANDALWOOD LANE
LOT 9 MAP 5757
APN 2051305900
R = 373. 00'
A = 46. 38'
~X
PROPERTY
LINE
1PROPERTY LINE
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20 10 0 20
SCALE: 1" = 20'
LEGEND
e INDICATES FOUND 3/4" IRON PIPE W/DISC
STAMPED "LS 2940" PER MAP 5757.
\ INDICATES LINE STAKE.
( ) INDICATES RECORD DATA PER MAP 5757.
SURVEYOR'S STATEMENT
THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME IN
CONFORMANCE WITH THE REQUIREMENTS OF THE PROFESS/ONA
LAND SURVEYOR'S ACT AT THE REQUEST OF LAWRENCE AND
DAVID GEESEY, ON FEBRUARY 02, 2021.
~~§ A:4NDA.MAR0:~ 5941
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DAIE •
ARMAND A.
MAROIS
PLS 5941
bliA,lnc.
land planning, civil engineering, survayin
5115 Avenlda Encinas
Suite L
Carlsbad, California 920084387
(760) 9318700
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