HomeMy WebLinkAbout2605 CARLSBAD BLVD; ; CBC2020-0449; PermitBuilding Permit Finaled
Commercial Permit
Print Date: 08/27/2021
Job Address:
Permit Type:
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
2605 CARLSBAD BLVD, CARLSBAD, CA 92008-2208
BLDG-Commercia I Work Class:
2030410200 Track#:
$58,555.00 Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Description: ARMY AND NAVY ACADEMY: 500 SF BRIDGE REPLACEMENT
Property Owner:
Tenant Improvement
ARMY AND NAVY ACADEMY CARLSBAD
CALIFORNIA
FEE
BUILDING PERMIT FEE ($2000+)
BUILDING PLAN CHECK FEE (BLDG)
PO BOX 3000
CARLSBAD, CA 92018
ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL
FIRE R Occupancies All Tl's
MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL
SB1473 GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION-COMMERCIAL
Total Fees: $1,Sl0.38 Total Payments To Date: $1,510.38
(city of
Carlsbad
Permit No: CBC2020-0449
Status:
Applied:
Issued:
Finaled Close Out:
Inspector:
Final Inspection:
Balance Due:
Closed -Finaled
11/10/2020
01/12/2021
TAlva
08/27/2021
AMOUNT
$445.87
$312.11
$60.00
$628.00
$45.00
$3.00
$16.40
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
('city of
Carlsbad
COMMERCIAL
BUILDING PERMIT
APPLICATION
B-2
Plan Check Cfiff/ij;oL/<ff
Est. Value Y" S:: ?-
PC Deposit
Date It-JD-Zo 2-U
Job Address_-=26=.0=.5:....:C..::a;:.rl..::s:.ba=.d:....:B;:.lv...:d:.:.. ________ .Suite: ____ .APN: ___;2:.0;...3;_-.;_04_1-_0;_1 _____ _
Tenant Name: Army and Navy Academy Lot#:
Year Built: _1_9_9...:20.-__ Occupancy: __ R_-1.:...._ __ Construction Type· V 1-H R Fire Sprinklers:[!! 9A/C:~ £!J
BRIEF DESCRIPTION OF WORK: Demolish existing bridge. Reconstruct bridge in same location with similar building
materials and new structural beams, columns, and foundations. Intercept and reconnect
mechanical, electrical, plumbing, security/IT, fire alarm, and fire suppression systems.
D Addition/New:, ___________ New SF and Use,, ___________ New SF and Use,
____ Deck SF, Patio Cover SF (not including flatwork)
D Tenant lmprovement:. ______ SF,
_____ SF,
Existing Use ______ Proposed Use ______ _
Existing Use Proposed Use ______ _
D Pool/Spa:, _____ .SF Additional Gas or Electrical Features? ____________ _
DD DD DD D Solar: ___ KW, ___ ,Modules, ____ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No
D Plumbing/Mechanical/Electrical Only: ---------------------------
Iii Other: Demolish existing bridge and reconstruct replacement bridge in same location.
Total floor area of existing buildings is 19,236 SF.
Total floor area of bridge is approximately 500 SF (including bridge and new foundation areas).
This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the
owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process.
PROPERTY OWNER APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT II]
Name: Army and Navy Academy Name: _D=ou:;.gacl:::.as::...;..P.::a:..:te::.rs:.;o:::n...:A...:rc:c:::h:..:ite::.c:.:t ________ _
Address: 2605 Carlsbad Blvd. Address: _4.:.;6:.;5:.:3:..C=arc:.m:.::e:::l..::M:.::o:.:u::.n:.::ta:::i::.n.:.;R:..:d::. . ...:S:.;U:::it:::e:..:3:.:0:.:8:::i3::.:0:.:5:._ __ _
City: Carlsbad State: CA Zip: 92008 City: San Diego State: CA Zip: 92008
Phone: 760-547-5269 Phone: _.::.85:.;8:..-:::.20:.;0:..-:::.68:.;6:..4c_ ___________ _
Email: JPullen@armyandnavyacademy.org Email: __ d;;.w;:.rccp..::a:..:te::.r::.so;,;n:..:@=g;,;.m:.:accil...::c=.o:.:.m:._ ________ _
DESIGN PROFESSIONAL APPLICANT iJ CONTRACTOR BUSINESS APPLICANT 0
Name:_..;D;;,.o;;,.ucag,,;,la:::.s:....;...P.;;;at;,,;e.;,.rs...:o;,;.n...:A...:r...:c...:h;,;.ite;;..c;,,;t______ Name: Turner Construction Company
Address: 4653 Carmel Mountain Rd. Suite 308/305 Address: 15378 Avenue of Science, Suite 100
City: San Diego State: CA Zip: 92008 City: San Diego State: CA Zip:_ 92128
Phone: 858-200-6864 Phone: 858-217-0700
Email: dwrpaterson@gmail.com Email: cjespersen@tcco.com
Architect State license: _C_-2;.;8;.;8.;_7;;;.4 _______ State license: 210639
1635 Faraday Ave Carlsbad, CA 92008
B-2
Ph: 760-602-2719 Fax: 760-602-8558
Page 1 of 2
Bus. license: BLos1241aa1
Email: Building@carlsbadca.gov
Rev. 08/20
IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW:
(OPTION A): LICENSED CONTRACTOR !lECLARATION:
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. I also affirm under
penalty of perjury one of the following declarations:
0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of
the work which this permit Is iss1.1ed, Polley No.
ll I have and will maintain worbr's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is 1ssL.1ed.
My workers' compen,-atlon Insurance carrier and pollcy number are: Insurance Company Name: 1JhArlV MllhJal CocporaUon
Palley No. #WC5-625-092815-030 Expiration Date: ____,1..11J.J/0_._1.uL,a?i.,_Q_,.5'...J!_,__ _________ _
0 Certificate of ElCemptlon: 1 certify that in the performance of the work for which this permit is issued, I srlall not employ any person in anv manner so as to
become subject to the worker.,;' compensation laws of Callfomla. WARNING: Falh.1re to secure workers compenHtlon coverage is unlawful and shall subject an
emplover to criminal penaltles and clvll fines up to $100,000.0D, In addition tl\e to the cost of compenHtlon, damages es provided for In Section 370& of the
Labor Code, Interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending as ency for the performance of the work this permit is i,;:sued (Sec. 3097 (I) Civil Code),
L<nde~,Name, Lende~•Ad~
CONTRACTORPRINT:C/,~r,_1u~,.J<'__, SIGN: ~ DATE:
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am e,cempt from Conrraaor's License Law for the fallowing reason:
Qi, as:owner of the property or my employees with wages as their sole compensation, will do the work and the structure i~ not Intended or offered for sale (Sac.
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 eJTiployees, provided that such Improvements are not Intended or offered for sale. If, howeYer, the btJildlng or improvement Is
sold within one year of completion, the owner·builderwill have the burden of proving that he did not build or Improve for the purpose of sale),
Q1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's UcenH Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects With contractor(s)
llcensed pursuant to the Contractor's License Law).
0 I am e11empt under Business and Professions Code OlvisM>n 3, Chapter 9, Artlcle 3 for this reason:
0 "Owner Duildar acknowledsement and verification form" has been filled out, signed and attached to thls applicatlon. Ptoof of Identification attached.
0 owners "Authorized Agent Form" has been filled out, signed and attached to this appllcation giving the agent authority ta obtain the ~rmlt on the owner' behalf.
Proof of identlfication attached.
By my signature below I acknowledge ttiat, except for my personal residence In which I must have resided for at least one year prior to completion of the
lmpnwements cO\leted by this permit, I cannot legally sell a structure that I have built as an owner-builder if It has not been constructed In Its entirety by llcensed
contractors. I understand that a copy of the oppllc:abk low, Section 7044 of the BtJSiness and Pro/e$Sfons Code, Is ava//ab!e upon request whrn this ap(Jllcation Is
$Ubmitted or at tM following Website~ http://www.leglnfo.ca.gov/calaw.html
OWNER PRINT: ___________ Sl~.N: ________ ,DATE: _____ _
APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL
By my signature below, I certify that: I am the property owner or State of CaHJornia Ucensed Controet_or _or outh_orlzed to act on the property
owner or contractors behalf, I certify that I have read the appllcatlon and state that the above information is COffed and that the
fnformatlon on the plans iS accurate. I agree to comply with 011 Clt'y ordlriOlices and State laws relating to·building--eonstructlon.
-----------I-hereby-authorize.representative of theJ;it_y.Ef_Carlsbad to enter upon the above mentioned property for inspection purposes. I Al.SO AGREE TO SAVE;
INDEMNIFY AND KEEP HARMLESS mE QTY DF CAil!SBAD AGAINST All llAIJll./11£5,JOU<iMEN'l"S,~---flEXPENSES WHIOJMAYJNANr~WM
ACCRUE AGAINST SAID QTY IN CONSEQUENCE Of THE GRANTING OF THl5 PERMIT. OSHA: An 05HA permit is required for excavatlons over 5'0' ----·----
deep and demolition or construction of structures over 3 stories in height.
APPLICANT PRINT: Douglas W. Paterson SIGN: -~-~-~_v--___ -__ DATE: _11_1o_s_12_02_0 __
1635 Faraday Ave carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
Rev. 08/20 B-2 Page 2 012
Permit Type: BLDG-Commercial
Work Class: Tenant Improvement
Status:
Scheduled
Date
Closed -Finaled
Actual Inspection Type
Start Date
Checklist Item
BLDG-Plumbing Final
BLDG-Structural Final
BLDG-Electrical Final
Friday, August 27, 2021
Application Date: 11/10/2020 Owner: ARMY AND NAVY ACADEMY CARLSBP
CALIFORNIA
Issue Date: 01/12/2021
Expiration Date: 09/01/2021
IVR Number: 29878
Subdivision: GRANVILLE PK #2
Address: 2605 CARLSBAD BLVD
CARLSBAD, CA 92008-2208
Inspection No. Inspection
Status
Primary Inspector Reinspection Inspection
COMMENTS
August 27, 2021:
1. Final building inspection no deficiencies
on new bridge between school
buildings-approve.
2. Electrical, plumbing drains, and structural
reinforcement, per structural engineered
plans and detail specifications-approved.
August 27, 2021:
1. Final building inspection no deficiencies
on new bridge between school
buildings-approve.
2. Electrical, plumbing drains, and structural
reinforcement, per structural engineered
plans and detail specifications-approved.
August 27, 2021:
1. Final building inspection no deficiencies
on new bridge between school
buildings-approve.
2. Electrical. plumbing drains, and structural
reinforcement, per structural engineered
plans and detail specifications-approved.
Passed
Yes
Yes
Yes
Page 4 of 4
Permit Type: BLDG-Commercial
Work Class: Tenant Improvement
Status;
Scheduled
Date
Closed -Finaled
Actual Inspection Type
Start Date
Checklist Item
Application Date: 11/10/2020 Owner: ARMY AND NAVY ACADEMY CARLSBP
Issue Date: 01/12/2021
Expiration Date: 09/01/2021
IVR Number: 29878
Inspection No.
COMMENTS
Inspection
Status
CALIFORNIA
Subdivision: GRANVILLE PK #2
Address: 2605 CARLSBAD BLVD
CARLSBAD, CA 92008-2208
Primary Inspector Reinspection Inspection
Passed
BLDG-Building Deficiency February 18, 2021: (Virtual inspection).
(No building deficiencies).
Yes
03/05/2021
05/13/2021
08/27/2021
03/05/2021 BLDG-18 Exterior
Lath/Drywall
Checklist Item
1 . New structurally self-supporting
engineered bridge between buildings.
2. New wood walking deck moisture
resistant material installed, metal flashing,
and rough electrical conduit at all wood
frame (6) pilasters, scope of work per
engineer plans -approved.
152139-2021 Passed Tony Alvarado
COMMENTS
BLDG-Building Deficiency March 5, 2021 (Virtual Inspection)
No Building Deficiencies.
05/13/2021 BLDG-Final Inspection
Checklist Item
1. Building patch work sections to match
existing, located at bridge and adjacent
buildings at each side of repaired/modified
pedestrian bridge between two classroom
buildings.
2. Exterior stucco Approved metal lath
paper and nailing pattern with metal corner
beads installed correctly, scope of
work-approved.
157409-2021
COMMENTS
Failed Tony Alvarado
BLDG-Building Deficiency May 13, 2021:
BLDG-Structural Final
08/27/2021 BLDG-Final Inspection
1. Final building inspection deficiencies on
new bridge between school buildings. (Not
ready).
2. Contractor rep. John-superintendent -
will reschedule for Final Inspection.
May 13, 2021:
1. Final building inspection deficiencies on
new bridge between school buildings. (Not
ready).
2. Contractor rep. John-superintendent -
will reschedule for Final Inspection.
165281-2021 Passed Tony Alvarado
Friday, August 27, 2021
Complete
Passed
Yes
Reinspection Incomplete
Passed
No
No
Complete
Page 3 of 4
Permit Type:
Work Class:
Status:
Scheduled
Date
02/18/2021
BLDG-Commercial Application Date: 11/10/2020 Owner: ARMY AND NAVY ACADEMY CARLSBP
CALIFORNIA
Tenant Improvement Issue Date: 01/12/2021 Subdivision: GRANVILLE PK #2
Closed -Finaled Expiration Date: 09/01/2021 Address: 2605 CARLSBAD BLVD
IVR Number: 29878 CARLSBAD, CA 92008-2208
Actual Inspection Type Inspection No. Inspection Primary Inspector
Start Date Status
Checklist Item
BLDG-Building Deficiency
BLDG-Building Deficiency
COMMENTS
February 2, 2021:
"No building deficiencies".
1. Crean Hall and Atkinson Hall
Buildings-wood 2x framing at each end of
bridge columns, connection points/method
of attachment at each ends of pedestrian
walking bridge connecting both
buildings-approved per plan.
February 16, 2021:
1. New detached independent bridge,
between Crean-Hall and Atkinson Hall
buildings, constructed per structural
engineer plans, scope of rough framing
work-approved.
2. Wood bridge floor sheathing wood type
and wood nailing pattern, scope of
work-approved.
3. Metal flashing at top of wood
horizontal/vertical surfaces at walking
bridge-approved.
4. Existing utility and fire sprinkler system
plumbing lines, water drain lines, not
modified/altered or repaired.
5. Plywood shear wall wood-type and
wood-nailing pattern, scope of
work-approved.
02/18/2021 BLDG-14 150777-2021 Passed Tony Alvarado
Frame/Steel/Bolting/We
ldlng (Decks)
Checklist Item
BLDG-Building Deficiency
COMMENTS
February 18, 2021: (Virtual inspection).
(No building deficiencies).
1. New structurally self-supporting
engineered bridge between buildings.
2. New wood walking deck moisture
resistant material installed, metal flashing,
and rough electrical conduit at all wood
frame (6) pilasters, scope of work per
engineer plans -approved.
BLDG-34 Rough
Electrical
150776-2021 Passed Tony Alvarado
Reinspection
Passed
Yes
Yes
Passed
Yes
Inspection
Complete
Complete
Friday, August 27, 2021 Page 2 of 4
Building Permit Inspection History Finaled
(city of
Carlsbad
Permit Type: BLDG-Commercial
Work Class: Tenant Improvement
Status: Closed -Finaled
Scheduled Actual Inspection Type
Date Start Date
01/25/2021 01/24/2021 BLDG·11
Foundatlon/Ftg/Plers
(Rebar)
Checklist Item
Application Date: 11/10/2020 Owner: ARMY AND NAVY ACADEMY CARLSBP
CALIFORNIA
Issue Date: 01/12/2021 Subdivision: GRANVILLE PK #2
Expiration Date: 09/01/2021
IVR Number: 29878
Address: 2605 CARLSBAD BLVD
CARLSBAD, CA 92008-2208
Inspection No. Inspection Primary Inspector Reinspection Inspection
Status
148881 •2021 Passed Tony Alvarado Complete
COMMENTS Passed
BLDG-Building Deficiency January 22, 2020: Yes
02/02/2021 02/02/2021 BLDG•14
Frame/Steel/Boltlngtwe
ldlng (Decks)
Chccklis1 Item
1. (4) isolated spread footings for
remodeled/repaired bridge-walkway,
footings with reinforcement steel rebar,
per engineers plans detailed
specifications-approved.
2. Deputy inspector report verified.
3. Ok to pour concrete.
149588-2021 Partial Pass Tony Alvarado
COMMENTS
BLDG-Building Deficiency February 2, 2021:
02/16/2021 02/16/2021 BLDG•14
Frame/Steel/Bolting/We
ldlng (Decks)
Friday, August 27, 2021
·········~----
"No building deficiencies".
1. Crean Hall and Atkinson Halt
Buildings-wood 2x framing at each end of
bridge columns, connection points/method
of attachment at each ends of pedestrian
walking bridge connecting both
buildings-approved per plan.
150613•2021 Passed Tony Alvarado
Reinspection Incomplete
Passed
Yes
Complete
Page 1 of 4
(>City of
Carlsbad
OWNERS
AUTHORIZED
AGENT FORM
B-62
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
OWNER'SAUTHORIZED AGENT FORM
Only a property owner, contractor or their authorized agent may submit plans and applications for building
permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring
this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he
may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate
permit application.
Note: The following Owner's Authorized Agent form is required to be completed by the
property owner only when designating an agent to apply for a construction permit
on his/her behalf.
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Property Owner Acknowledgement, 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. Demolish existing bridge. Reconstruct bridge in same location with
similar building materials and new structural beams, columns, and
scope of construction Project jar Description of Work): foundations. Intercept and reconnect MEP and Fire-Life Safety systems.
Project Location or Address: 2605 Carlsbad Blvd., Carlsbad. CA 92008
Name of Authorized Agent: Douglas Paterson Architect Tel No. 858-200-6864
Address of Authorized Agent: 4653 Carmel Mountain Road. San Diego, CA 92130
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.
-1:?Jf/rJ3:o"'"<---~ 11/06/2020 Property Owner's Signature: _____________________ Date: _______ _
1
DATE: 12/02/2020
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBC2020-0449
✓• EsG1I
A SMF built'Compiltl'.I'
SET: I
PROJECT ADDRESS: 2605 CARLSBAD BOULEVARD
PROJECT NAME: BRIDGE FOR ARMY AND NAVY ACADEMY
~PPL I CANT ! aURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
cg] The plans transmitted herewith will substantially comply with the jurisdiction's BUILDING codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
cg] EsGil staff did not advise the applicant that the plan check has been completed.
D EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted: Jz.jz.120 (by'z>fy'l) Email:
Mail Telephone Fax In Person
cg] REMARKS: Please have the Electrical and the Mechanical engineers ~ch sheet of the
plan~ rS.JV --, "'
By: Bert Domingo Enclosures:
EsGil
11/13/2020
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
CARLSBAD CBC2020-0449
12/02/2020
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: CARLSBAD
PREPARED BY: Bert Domingo
PLAN CHECK#.: CBC2020-0449
DATE: 12/02/2020
BUILDING ADDRESS: 2605 CARLSBAD BOULEVARD
BUILDING OCCUPANCY: BRIDGE
BUILDING AREA Valuation
PORTION (Sq.Ft.) Multiplier
CITY ESTIMATE
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code CB By Ordinance
-------------------------,
1997 U B ildin Permit Fee BC u g .,,, '
--
1997 UBC Plan Check Fee
Type of Review: 0 Complete Review
D Repetitive Fee ----.,,,---, Repeats
I
□ Other
D Hourly
EsGil Fee
Reg. VALUE
Mod.
D Structural Only
~-----11Hr. @ *
Comments: In addition to the above fee, an additional fee of$
$ /hr.) for the CalGreen review.
($)
58,555
58,555
~---$2_8_6_.6~31 ~
is due ( hour@
Sheet 1 of 1
' Qualls Engineering
Structural Engineering Services
GOVERNING CODE:
CONCRETE:
REINFORCING STEEL:
STRUCTURAL STEEL:
SAWN LUMBER:
ENGINEERED WOOD
Project Army Navy Bridge
Engineer: Jacob Farabaugh
DESIGN BASIS
2019CBC
r, = 2,S00 psi (MINIMUM)
ASTM A61S, F,. = 60 ksi
ASTM A992, Fr= SO ksi (''W' SHAPES ONLY)
Sheet: 1/20 ---'-'---
Job#: 20199
Date: 10/16/20
ASTM i\36, F,-= 36 ksi (STRUCTURAL PL-I.TES, ANGLES, CHANNELS)
ASTM AS00, GR C, Fr= SO ksi (STRUCTURAL RECT & SQ HSS TUBES)
DOUGLAS FIR LARCH, ALLOW.'\.BLE STRESS DESIGN PER 2019 CBC.
BOISE C.\SCADE OR EQUIVALENT
BC! WOOD "I' JOISTS -ICC-ESR 1336
BC VERSAL\M 2.0E/LVL/LSL-ICC-ESR 1040
PROJECT SCOPE
Project consists of a proposed new bridge to span between 2 existing two-story dormitory
buildings located at the Army and Navy Academy, Carlsbad, CA 92006 The proposed bridge is
primarily constructed utilizing wood frame construction with steel columns for lateral support.
The foundation will be spread footings placed to avoid undermining existing footings, and the
bridge will be seismically isolated. There has not been a soils report provided for this project.
Therefore, the foundation design will be based on minimum soils values per 2019 CBC chapter
18.
.. Qualls Engineering
Structural Engineering Services
Design Loads:
Bridge Deck:
Dead Load ( DL)
Dcx-O-Tcx
3/4" Plywood
rraminR
Sntcco
Misc.
I:DL=
LL=
Walls:
Dead Load ( DL ):
Exterior Srud Walls
Interior Stud Walls
Allowable Soils Bearing Prcssu.re:
:\SBP =
Seismic:
2.5
2.3
2.9
10.0
2.3
200
100.0
15 U
-o
1.500
Site Class: D
S,=1096
S1 = 0.396
Occupancy
C3cegory
II
Wind Load: (Simplified Envelope Procedure)
Project: ,tl IV) ( -N 4 vY
Sheet: 2 ..;;... ___ _
Job#: ]..oJqq
Engineer: ______ J_f _______ _ Date: -----
psf
psf
psf
psf
csf
psf
psf
psf
psf
psf@ 18 inches below lowest adjacent finished p;ratk
F, = 1.200
F_. = -
Response
Importance Motl. Factor
Factor. I R
I 00 2.5
s~t, = 1.31:;
S~II:
Redundancy pCs
Factor SDs/(R/1)
p I I .HJ-I) 1
I 3 0.456
S05 = 0.877
Soi= -
\:,,1)
0.326
Basic \Vind Speed: 95 mph
Exposure: <:
MWFRS
P = 0.6•>.•K,t P,:io >. = 1.21
(LRr:D): I' = 16.0 psf K:i, = 1.0
(ASD): p =1 9.6 lrsf P~:io= 13.2
C2m1ums::u,1 ~ Cladwo&
P = 0.6•>.•K.,•P,30 Pn«JO= 16.2
(I.RFD): I'= 19.6 psf
(ASD): P =I 11.8 !rsf
Qualls Engineering Project Title: Army Navy Bridge
Engineer: Jacob Farabaugh
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t: (760) 652-9257
Wood Beam ,., •...
DESCRIPTION: FB-1
CODE REFERENCES
Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : ASCE 7-16
Material Pro erties
Project ID: 20199
ProJect Descr:
Analysis Method : Allowable Stress Design
Load CombinaUonASCE 7-16
Fb t
Fb-
2,400.0 psi
2,400.0 psi
1,650.0 psi
E : Modulus of Elasticity
Wood Species : OF/OF
Wood Grade : 24F -V8
Fc -Prll
Fe -Perp
Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
0/0. 10501 L/0.80\
6.7. 6.75x27
Span = O 750 fl Span = 30.50 ft
650.0 psi
265.0 psi
1,100.0 psi
Ebend-xx 1,800.0 ksi
Eminbend -xx 950.0 ksi
Ebend-yy 1,600.0ksi
Eminbend -yy 850. 0 ksi
Density 31.210pcf
( '
tM.,.75x27
S an = 2.50 ft
A lied Loads Service loads entered. Load Factors will be applied for calculat,or
Beam self weight calculated and added to loads
Loads on all spans ...
Uniform Load on ALL spans : D = 0.1050, L = 0.80 k/ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.77l 1 Maximum Shear Stress Ratio
Section used for this span 6.75x27 Section used for this span
= 1,603.30psi
= 2,074.0?psi
Load Combination tD+L+H, LL Comb Run (•L•] Load Combination
Location of maximum on span = 15.122ft Location of maximum on span
Span # where maximum occurs = Span# 2 Span # where maximum occurs
Maximum Deflection Max Downward Transient Deflection 0.792 in Ratio= 462 >=240
Max Upward Transient Deflection -0.062 in Ratio= 292 >=240
Max Downward Total Deflection 0.933 in Ratio= 392 >=240
Max Upward Total Deflection -0.072 in Ratio= 248 >=240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V Cd C FN C1 Cr Cm Ct CL M fb
+041 Length = 0. 750 ft 1 0.000 0.065 0.90 1,000 1.00 1.00 1.00 1.00 1.00 0.04 0.59
Length = 30.50 ft 2 0.130 0.066 0.90 0.864 1.00 1.00 1.00 1.00 1.00 16.56 242.26
Length = 2.50 ft 3 0.003 0.066 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 6.61
+0-+l-♦+i, LL Comb Run ("I.) 1.000 1.00 1.00 1.00 1.00 1.00
Length = 0.750 ft 1 0.000 0.056 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.04 0.59
Length = 30.50 ft 2 0.108 0.062 1.00 0.864 1.00 1.00 1.00 1.00 1.00 15.34 224.43
Length = 2.50 ft 3 0.018 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.95 43.19
+0-+l-♦+i, LL Comb Run (*L ') 1.000 1.00 1.00 1.00 1.00 1.00
Length= 0.750 ft 1 0.000 0.387 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.04 0.59
Length = 30.50 ft 2 0.773 0.388 1.00 0.864 1.00 1.00 1.00 1.00 1.00 109.58 1,603.30
Length = 2.50 ft 3 0.003 0.388 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.45 6.61
Desi n OK
= 0.390 : 1
6.75x27
= 103.39 psi
= 265.00 psi
+D+L +H, LL Comb Run (•LL;
= 28.450ft
= Span# 2
Shear Values
F'b V fv F'v
0.00 0,00 0.00 0.00
2160.00 1.89 15.59 238.50
1866.67 1.92 15.81 238.50
2160.00 0.04 15.81 238.50
0.00 0.00 0.00 0.00
2400.00 1.81 14.91 265.00
2074.07 2.00 16.48 265.00
2400.00 0.24 16.48 265.00
0.00 0.00 0.00 0.00
2400.00 12.45 102.50 265.00
2074.07 12.48 102.72 265.00
2400.00 0.04 102.72 265.00
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t: (760) 652-9257
Wood Beam .. ,,.
DESCRIPTION: FB-1
Load Combination Max Stress-
Segment Length Span# M V
+O+L~. LL Comb Run ("LL)
Length= 0.750 ft 1 0.000 0.384
Length = 30.50 ft 2 0.784 0.390
Length = 2.50 ft 3 0.018 0.390
+O+L~. LL Comb Run (L ")
Length = 0. 750 ft 1 0.002 0.059
Length = 30.50 ft 2 0.118 0.059
Length = 2.50 ft 3 0.003 0.059
+O+L~. LL Comb Run (L i.i
Length= 0.750 ft 1 0.002 0.057
Length = 30.50 ft 2 0.107 0.082
Length = 2 .50 ft 3 0.018 0.082
+O+L ~. LL Comb Run (LL 1
Length= 0.750 ft 1 0.002 0.387
Length • 30.50 ft 2 0.772 0.387
Length = 2.50 ft 3 0.003 0.387
+O+L ~. LL Comb Run (LLL)
Length= 0.750 ft 1 0.002 0.384
Length= 30.50 ft 2 0.763 0.390
Length = 2.50 ft 3 0.018 0.390
Overall Maximum Deflections
Load Combination Span
1
+O+L ~. LL Comb Run ("I. 'I 2
3
Vertical Reactions
Load Combination
overall MAximum
Overall MINinum
+O~
+O+L~. LL Comb Run (""I.)
+O+L ~. LL Comb Run ('L ')
+O+L~. LL Comb Run ("LL)
+O+L~. LL Comb Run (L ")
+O+L~. LL Comb Run (Li.)
+O+L ~. LL Comb Run (LL')
+O+L~. LL Comb Run (LLL)
D Only
L Only, LL Comb Run ("L)
L Only, LL Comb Run ("I.")
L Only, LL Comb Run ("LL)
L Only, LL Comb Run (L -1
L Only, LL Comb Run (L "I.)
L Only, LL Comb Run (LL")
L Only, LL Comb Run (LLL)
Cd CFN C; c, Cm
1.000 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.00 0.884 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.00 0.884 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.00 0.884 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.00 0.884 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
1.00 0.884 1.00 1.00 1.00
1.00 1.000 1.00 1.00 1.00
Max.'.' Dell Locetlon In Span
0.0000 0.000
0.9328 15.378
0.0000 15.378
Project Tttle: Army Navy Bridll,e
Engineer: Jacob F arabaug
Project ID: 20199
ProJect Descr:
Printed 16 OCT 2020, 12 02PM
: rmy avy -ht ENERCALC, INC. 19113-2020, Bulld:12.20.3.25
Momen1 Values
C I CL M fb
1.00 1.00
1.00 1.00 0.04 0.59
1.00 1.00 108.34 1,585.18
1.00 1.00 2.95 43.19
1.00 1.00
1.00 1.00 0.27 3.89
1.00 1.00 16.44 240.60
1.00 1.00 0.45 8.61
1.00 1.00
1.00 1.00 0.27 3.89
1.00 1.00 15.22 222.71
1.00 1.00 2.95 43.19
1.00 1.00
1.00 1.00 0.27 3.89
1.00 1.00 109.46 1,601.64
1.00 1.00 0.45 8.61
1.00 1.00
1.00 1.00 0.27 3.89
1.00 1.00 108.22 1,583.50
1.00 1.00 2.95 43.19
Load Combination
+O+L ~. LL Comb Run ("I.")
+O+L ~. LL Comb Run (i. 1
•
F'b V
0.00 0.00
2400.00 12.37
2074.07 12.56
2400.00 0.24
0.00 0.00
2400.00 1.90
2074.07 1 .91
2400.00 0.04
0.00 0.00
2400.00 1.82
2074.07 2.00
2400.00 0.24
0.00 0.00
2400.00 12.48
2074.07 12.47
2400.00 0.04
0.00 0.00
2400.00 12.38
2074.07 12.58
2400.00 0.24
Max. "+" Defl
-0.0724
0.0000
-0.2409
Shear Values
fy F'v
0.00 0.00
101.82 265.00
103.39 265.00
103.39 265.00
0.00 0.00
15.85 265.00
15.75 265.00
15.75 265.00
0.00 0.00
14.97 265.00
16.42 265.00
16.42 265.00
0.00 0.00
102.56 265.00
102.66 265.00
102.66 265.00
0.00 0.00
101.66 265.00
103.33 265.00
103.33 265.00
Location In Span
0.000
0.000
2.500
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2 Support 3 Support4
15.106 16.860
12.725 14.275
2.299 2.578
2.217 4.860
14.499 14.778
14.417 18.860
2.906 2.571
2.824 4.653
15.106 14.771
15.024 16.853
2.299 2.578
-0.082 2.082
12.200 12.200
12.118 14.282
0.607 -0.007
0.525 2.075
12.607 12.193
12.725 14.275
Qualls Engineering
Structul'al Engineering Services Project: Al1'1Y • N ,4 vY
Sheet: s ---
Job #: 'l.. DI '1q
Date: Engineer: J ~ __ _;_; ___ _
? (~ ::: 0, L\ ?ti ( L -,< ;;o) $To(Y lfEICIIT ~ /0,
f--~1 -$ CJ-;.'l.•> f>~f 7fftA-l' q1,c;x ,Y~
----~ B;45f c;11-fA{l .:: L-f/ i:;6 Ji
Dt.4PH(l"GN1: ~,<?,tj t-tupsf =-54 1,\0 i-
,_,..,,,4-\15, ' /Ox '~nXI> t 7o)(.1.s~ ~-:.. ~ b7S fl
T01Al le,~(>-: q IIS tf
.J ~-: 075 h .,
6,q::.. (_.o-ZS )( IO)(fz) : 3
(~ A
,,
~ /~ \ 1_'' 1S ,,. \
1-$
~EJ~Mil >E?E t 4hoN' · .
1,<trOtE ',
~MT
-Jc~I'?, )11J~i)1 ~.: 6 C.t-i -
: (. eg )(7 S)
(,../I,:. (c. i 11.:, (~1')1 ~M,:: 1_,?_ I/
~M'f-::,. tt , s 1
' f',/N)
0Cj£: y.i"Z,, 'I
S:-.,1 :. s1~ r' Oi?r ;:r
~1 ~ C:.q ::. (.()I)( /0)(1Z)
f;,,_ t C \ 'l, ,, J
STof:'t-' O'f..irt
or: /¥14x.wf!J/
,8vJc JX:l,-1,,,'6
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t: (760) 652-9257
Steel Column ,., •...
DESCRIPTION: Stl Col
Sketches
C: 0 0 ~
+Y
Load 1 -
4.00in
+X
Project Title: Army Navy Bridge
Engineer: Jacob Farabaugh
Project ID: 20199
ProJect Descr:
Software
0 .
t
..... .....
r
I.
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t (760) 652-9257
Steel Column ,., ... '
DESCRIPTION: SU Col
Code References
Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Steel Section Name :
Analysis Method :
HSS4x4x1/2
Allowable Strength
Project Title: Army Navy Bridge
Engineer: Jacob Farabaugh
Protect ID: 20199
ProJect Descr:
7
Printed 16 OCT 2020. 12.02PM
y wvy e.
Software copy ht ENERCALC, INC. 1983-2020, Bulld:12.20.3.25 ..
Overall Column Height 9.0 ft
Top & Bottom Fixity Top Free, Bottom Fixed
Steel Stress Grade
Fy : Steel Yield
. A500, Grade C, Fy = 50 ksi, Carbon
50.0 ksi
Brace condition for deflection (buckling) along columns :
X-X (width) axis :
E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y • Y Axis = 9 ft, K = 2 1
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 2.1
A lied Loads
Column self weight included : 193.485 lbs • Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 2.50, L = 14.30 k
BENDING LOADS ...
Lat. Point Load at 9.0 ft creating Mx-x, E = 1.039 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio = 0.6108 : 1
Load Combination +D+O. 750L +O. 750S+0.5250E+H
Location of max.above base O. 0 ft
At maximum location values are ...
Pa : Axial
Pn I Omega : Allowable
MH: Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y I Omega : Allowable
PASS Maximum Shear Stress Ratio=
Load Combination
Location of mS,t.above base
At maximum locatlon values are ...
Va: Applied
Vn / Omega : Allowable
Load Combination Results
13.418 k
34.973 k
-4.909 k-ft
19.212 k-ft
0.0 k-ft
19 212 k-ft
0.01671 : 1
+D+0.70E+0.60H
0.0 ft
0.7273 k
43.521 k
Maximum Axial + Bending Stress Ri!tios Cbx Load Combination Stress Ratio Status Location
+D+H 0.077 PASS 0.00 ft 1.67
+D+L+H 0.486 PASS 0.00 ft 1.67
+D+0.70E+0.60H 0.379 PASS 0.00 ft 1.67
+D+0.750L +0.750S+0.5250E+H 0.611 PASS 0.00 ft 1.67
+0.60D+0.70E+H 0.364 PASS 0.00 ft 1.67
Maximum Reactions
Service loads entered. Load Factors will be applied for calculatior
Maximum Load Ruction• ..
Top along X-X
Bottom along X-X
Top along Y-Y
Bottom along Y-Y
Maximum Load 0.fttcilona ...
0.0 k
0.0 k
0.0 k
1.039 k
Along Y-Y 0.8805 In at 9.0ft above base
for load combination :+D+O. 70E+0.60H
Along X-X 0.0 in at 0.0ft above base
for load combination :
M~imum Shei!r RatiQs
Cby Kxlx/Rx KyLy/Ry Stress Ratio Status Location
1.00 160.85 160.85 0.000 PASS 0.00 ft
1.00 160.85 160.85 0.000 PASS 0.00 ft
1.00 160.85 160.85 0.017 PASS 0.00 ft
1.00 160.85 160.85 0.013 PASS 0.00 ft
1.00 160.85 160.85 0.017 PASS 0.00 ft
Note. Only non-zero reactions are hste<
Axial Reactlon
@Base
X-X Axis Reaction k Y-Y Axis Reaction Mx • End Moments k-ft My • End Moments
Load Combination
-+O~
-+{),+{.~
-+0-+0.70E-+0.60H
-+0-+0. 7 50L-+O. 750S-+0.5250E -+I
-+0.600-+0.70E-+-t
D Only
Lr Only
2.693
16.993
2.693
13,418
1.616
2.693
@ Base @ Top @ Base @ Top
0.727
0.545
0.727
@Base @Top @Base @Top
-6.546
-4.909
-6.546
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t: (760) 652-9257
DESCRIPTION: SIi Col
Maximum Reactions
Load Combination
L Only
E Only
Extreme Reactions
Axial Reaction
@Base
14.300
Axial Reaction
Item Extreme Value @ Base
Axlal@ Base
Reaction, X-X Axis Base
Reaction, Y-Y Axis Base
Reacllon, X-X Axis Top
Reactlon, Y-Y Axis Top
Moment, X-X Axis Base
Moment Y-Y Axis Base
Moment X-X Axis Top
Moment Y-Y Axis Top
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
16,993
2.693
2.693
2.693
2.693
2.693
2.693
2.693
2.693
2.693
2.693
2.693
2,693
2.693
2.693
Maximum Deflections for Load Combinations
Load CombinaUon Max. X-X Deflection
..0-++i 0,0000 in
..O+l-++i 0.0000 In
..0+0.70E.0.60H 0.0000 in
..0+0.750L .0.750S+0.5250E-++i 0.0000 In
+0.60D+0.70E4i 0.0000 in
D Only 0.0000 in
Lr Only 0.0000 in
L Only 0,0000 In
Steel Section Properties HSS4x4x1/2
Depth 4.000 In I xx
Design Thick = 0.465 In s xx
Width 4.000 In Rxx
Wall Thick 0.500 In zx
Area = 6.020 in•2 I yy
Weight = 21 498 pit s yy
Ryy
Ycg = 0.000 in
Project Title: Anny Navy Bridge
Engineer: Jacob Farabaugh
Project ID: 20199
ProJect Descr:
Printed 16 OCT 2020, 12.02PM
: rmy avy e.
Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.3.25 . '
Note: Only non-zero reactions are lisle<
X-X Axis Reaction k Y-Y Axis Reacllon Mx -End Moments k•ft My • End Moments
@Base @Top @Base @Top @Base @Top @Base @Top
1.039 -9.351
X·X Axis Reaction k Y-Y Axis Reacllon Mx -End Moments k·ft My -End Moments
@Base @Top @Base @Top @Base @Top @Base @Top
1.039 -9.351
-9.351 1.039 -9.351
Distance Max. Y-Y Deflection Distance
0.000 ft 0,000 In 0.000 ft
0,000 ft 0.000 in 0.000 ft
0.000 ft 0.880 in 9,000 ft
0,000 ft 0.660 in 9.000 ft
0.000 ft 0.880 In 9.000 ft
0,000 ft 0.000 In 0,000 ft
0.000 ft 0.000 In 0.000 ft
0.000 ft 0.000 in 0,000 ft
= 11 90 ln'4 J 21.000 in'4
= 5.97 ln•3
1.410 in
7.700 in•3
= 11.900 ln•4 C 11.200 ln•3
= 5.970 ln•3
= 1.410 In
Qualls Engineering Project Title: Army Navy Bridge
Engineer: Jacob Farabaugh
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project ID: 20199
Proiect Descr:
t: (760) 652-9257
Steel Base Plate
DESCRIPTION: SU Col
Code References
Calculations per AISC Design Guide# 1, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : ASCE 7-16
General Information
Material Properties
AISC Design Method Allowable Strength Design
Steel Plate Fy = 36 ksi n C : ASD Safety Factor. Concrete Support fc = 3 ksi
Assumed Bearing Area f ull Bearing
Column & Plate
Column Properties
Steel Section HSS4x4x1 /2
Depth 4in
4 in
0.465 in
in
Width
Flange Thickness
Web Thickness
Plate Dimensions
N:Length 12.0 in
B : Width 12.0 In
Thickness 1 in
Column assumed welded to base plate
Applied Loads
D : Dead Load .......
L :Llve .......
Lr : Roof Live ....... ..
S: Snow ............... .
W:Wind .............. ..
E : Earthquake ............ ..
H : Lateral Earth ........ .
p.y
2.70 k
14.30 k
k
k
k
k
k
Area
lxx
lyy
Nominal Bearing Fp per JS
6.02 in~2
in~4
in~4
Support Dimensions
Width along 'X' 60.0 in
60.0 in Length along ·r
I -1 ------
V-Z
k
k
k
k
k
1.039 k
k
M-X
k-ft
k-ft
k-ft
k-11
k-ft
9.351 k-ft
k-ft
• P ·=Gravity load,·+· sign is downward. ·+· Moments create higher soil pressure at +Z edge.
• +· Shears push plate towards +Z edge.
Anchor Bolts
Anchor Bolt or Rod Description 1 1/2'
Max of Tension or Pullout Capacity .......... .
Shear Capacity ........................................ .
Edge distance : bolt to plate .................. .
Number of Bolts in each Row .................. .
Number of Bolt Rows ....................... .
k
k
1.25 In
2
1
r --
I r ---
+P
_q
2.5
5.10ksi
1 '-0" z
I
[!J X 5>
~
s·-o·
~""""' . •-.--1 .._.,.. ...... .
I
• • .
• . .
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t (760) 652-9257
Steel Base Plate
···•··,
DESCRIPTION: Stl Col
GOVERNING DESIGN LOAD CASE SUMMARY
Plate Design Summary
Design Method Allowable Strength Design
+O+0. 70E+0.60H
Project Title: Army Navy Bridge
Engineer: Jacob Farabaugh
Project ID: 20199
Proiect Descr:
Ma : Max. Moment .................... .
fb : Max. Bending Stress .............. .
Fb : Allowable :
Fy/Omega Govemlng Load Combination
Goveming Load Case Type
Goveming STRESS RA TIO
Axial+ Moment, U2 < Eccentricity, Tension 01 Bending Stress Ratio
1.0
Design Plate Size
Pa : Axial Load ... .
Ma : Moment ....... .
1'-0" X 1'-0" X 1"
0.000 k
0.000 k-ft
Load Comb. : +O+H
Loading
Pa : Axial Load ....
Design Plate Height ........ .
Design Plate Width ........ .
Will Ile d1/forent from entry d pa,t,at bea11ng used
A 1 : Plate Area ........ .
A2: Support Area ................ ..
sqrt( A2/A1 )
Distance for Moment Calculation
• m' .................... .
• n ..................... .
x ............................. .
Lambda .................... ..
n' ....................................... .
n· •Lambda ................................. .
L = max(m, n, n") ........................ .
Load Comb. : +D+L +H
Loading
Pa : Axial Load ....
Design Plate Height ....... ..
Design Plate Width ........ .
w,11 oe d,fferent Iron• entry rl pan,at /Jlla11ng used
A 1 : Plate Area ....... ..
A2: Support Area ................. .
sqrt( A2/A1)
Distance for Moment Calculation
·m ..................... .
• n • ····················· x ............................. .
Lambda .................... ..
n' ....................................... .
n' •Lambda ................................. .
L = max(m, n, n") ........................ .
2.700 k
12.000 In
12.000 In
144.000 in•2
3,600.000 1n•2
2.000
4.100 In
4.100 In
0.000 in•2
0.000
0.000 In
0.000 In
4.100 In
17.000 k
12.000 in
12.000 In
144.000 in•2
3,600.000 in•2
2.000
4.100 in
4.100 In
0.000 in•2
0.000
0.000 In
0.000 in
4.100 In
fu : Max. Plate Bearing Stress ....
F p : Allowable :
Bearing Stress Ratio
Bearing Stresses
Fp : Allowable ............................. ..
fa : Max. Bearing Pressure
Strn, Ratio ...................... .
Plate ~~~i~~;~~•Wt ............... .
fb: Actual ............................... .
Fb : Allowable ............................. .
Strn, Ratio ................... ..
Bearing Stresses
F p : Allowable ............................. ..
fa : Max. Bearing Pressure
Strn , Ratio ..................... ..
Plate ~~i~i;Yc.~5?~ .................. .
lb: Actual ............................... .
Fb : Allowable ............................. .
StreH Ratio ................... ..
3.015 k-ln
12.061 ksl
21.557 ksi
0 560
Bending Stress OK
2.040 ksl
2.040 ksl
1.000
Bearing Stress OK
/0
Axial Load Only, No Moment
2.040 ksi
0.019 ksl
0.009
0.158 k-ln
0.420 ksl
21.557 ksl
0.019
Axial Load Only, No Moment
2.040 ksi
0.118ksi
0.058
0.992 k-ln
2.646 ksi
21.557 ksl
0.123
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t: (760) 652-9257
Steel Base Plate
···•···
DESCRIPTION: SU Col
Load Comb. : +D+0.70E+0.60H
~ Pa : Axial Load .. ..
Ma : Moment ...... ..
Eccentricity ...................... ..
A 1 : Plate Area ........ .
A2. : Support Area .................... .
sqrt( A2JA1)
Calculate plate moment from bearing ...
max(m, n)
'A' : Bearing Length
Mpl : Plate Moment
2.700 k
6.546 k-ft
29.092 in
144.000 in'2
3,600.000 in"2
2.000
4.400 in
0.710 in
0.251 k-ln
Load Comb. : +D+0.750L+0.750S+0.5250E+H
Loading
Pa : Axial Load ....
Ma : Moment ........
Eccentricity ....................... .
A 1 : Plate Area ........ .
A2. : Support Area .................... .
sqrt( A2JA1 )
Distance for Moment Calculation
'm' ................... ..
• n • .................... .
Load Comb. : +0.60D+0.70E+H
Loading
Pa : Axial Load .. ..
Ma : Moment ...... ..
Eccentricity ...................... ..
A1 : Plate Area ........ .
A2.: Support Area ................... ..
sqrt( A2JA1)
Calculate plate moment from bearing .. ,
max(m. n)
'A': Bearing Length
Mpl : Plate Moment
13.425 k
4.909 k-ft
4.388 in
144.000 1n•2
3,600.000 ln'2
2.000
4.100 in
4.400 In
1.620 k
6.546 k-fl
48.487 in
144.000 in'2
3,600.000 in'2
2.000
4.400 in
0.669 in
0.238 k-ln
Project Title: Army Navy Bridge
Engineer: Jacob Farabaugh
Project ID: 20199
ProJect Descr:
I/
Printed 16 OCT 2020, 12 03PM
Y avy e.
Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.3.25 ..
Axial Load+ Moment, Ecc. > U2
Calc~~~~~rW~~.~.~~.~.~~.~ension ... 2.996 k
0.000 k
0.000
Tension : Allowable ................... .
Strtta Ratio ................... .
Dist. from Bott lo Col. Edge ............ .
Effective Boll Width for Bending ... ..
Plate Moment from Boll Tension ..... ..
Bearing Stresses
Fp : Allowable .............................. .
fa : Max. Bearing Pressure
Strtta Ratio .................. ..
Plate Bending Stresses
Mmax ......................................... .
lb : Actual .............................. ..
Fb: Allowable ............................... .
Strna Ratio .................. ..
2.850 In
11.400 in
1.498 k-ln
2.040 ksl
( set equal to Fp )
1.000
3.015 k-ln
12.061 ksi
21.557 ksi
0.560
Axial Load+ Moment, Ecc. > U6 and Ecc. < U2
Bearing Stresses
Fp : Allowable .............................. .
fa : Max. Bearing Pressure
Strell Ratio .................. ..
Plate Bending Stresses
Mmax1 = Fu • m•2 / 2 ............... ..
Mmax2 = Fu • n'2 / 2 ................ ..
Mmax ......................................... .
fb : Actual .............................. ..
Fb: Allowable ............................... .
Streaa RaUo ................... .
2.040 ksi
0.186 ksl
0.091
1.389 k•in
0.540 k-ln
1.389 k-in
5.555 ksl
21.557 ksi
0.258
Axial Load+ Moment, Ecc. > U2
Calcu+~~~~a~;a~,~~~-~.~~.~.~~~.~ension ... 3.286 k
0.000 k
0.000
Tension : Allowable .................. ..
Streu Ratio ................... .
Dist. from Bolt to Col. Edge ............ .
Effective Bolt Width for Bending .... .
Plate Moment from Bolt Tension ...... .
Bearing Stresses Fp : Allowable ............................. ..
fa : Max. Bearing Pressure
Streaa Ratio .................. ..
Plate Bending Stresses
Mmax ......................................... .
fb : Actual .............................. ..
Fb: Allowable ............................... .
Strna Ratio .................. ..
2.850 in
11.400 In
1.643 k-ln
2.040 ksl
( set equal to Fp )
1.000
2.852 k-in
11.407 ksl
21.557 ksl
0.529
SIMPSON
StJ.'Ong'-Tie
Anchor Designer™
Software
Version 2.6.6703.3
1,Proiect Information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2, Input Pata & Anchor Paramet•CJ
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast-In-place
Material: F1554 Grade 36
Diameter (inch): 1.000
Effective Embedment depth, ho1 (inch): 14.000
Anchor category: -
Anchor ductility: Yes
h""" (inch): 15.75
c""" (Inch): 1.44
Srr1n (inch): 4.00
Recommended Anchor
Company: Qualls Engineering
Engineer: Jacob Farabaugh
Project: Anny Navy Bridge
Address:
Phone:
E-mail:
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 18.00
State: Cracked
Compressive strength, fc (psi): 2500
4'c,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at comers: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Yes
Build-up grout pad: No
Bast Plate
I Date:
I
Length x Width x Thickness {inch): 12.00 x 12.00 x 1.00
Yield stress: 36000 psi
Profile type/size: HSS4X4X1/2
Anchor Name: Heavy Hex Bolt -1"0 Heavy Hex Bolt, F1554 Gr. 36
f, ►l ~ I 1,< ~. I • \. I , • . , , ... ,, ... ., ..... , ................. ~······
I 1. I t.l,\.ll., 'I-I' L , , \ ~ q, ~, L I I,• I I ( l If t l f
110/14/2020
20199
Input data and results must be checked for agreement with the existing circumstances, the atandards and guidelines must be checked for plausibility.
s,mpson Slrong•T1e Company Inc 5956 W. Las Posltas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.slronglie.com
SIMPSON
Strong-Tie
•
Load and Geometry
Anchor Designer™
Software
Version 2.6.6703.3
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
Strength level loads:
Nuo [lb]: -14500
Vuox [lb]: 0
Vuoy [lb): 1200
Mux [ft-lb): 15000
Muy [ft-lb]: 0
Muz [ft-lb): 0
<Figure 1>
Company: Qualls Engineering I Date: I 10/14/2020
Engineer: Jacob Farabauszh I
Project: Anny Navy Bridsze 20199
Address:
Phone:
E-mail:
145001b
2001b
0 ft-lb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-T,e Company Inc 5956 W. Las Posltas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtle.com
SIMPSON
<Figure 2>
Anchor Designer™
Software
Version 2.6.6703.3
Companv:
Engineer:
Project:
Address:
Phone:
E-mail:
Qualls En£ineerin£ I Date: I 10/14/2020
Jacob Farabaugh I
Army Navy Bridge 20199
Input dsta end results must be checked for egreemenl with the existing circumstances, the standards end guidelines must be checked for pleuslblllty.
Simpson Strong-Tie Company Inc 5956 W. Les Posltas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fex: 925.847.3871 www.strongtie.com
IY
SIMPSON
Strong-Tie
•
Anchor Designer™
Software
Version 2.6.6703.3
3, Ruuttlna Anchor Force,
Companv:
Enolneer.
Prolect:
Address:
Phone:
E-mail:
Anchor Tension losd,
N,.(lb)
Shear load x,
V,~ (lb)
1 0.0
2 6872.5
3 6872.5
4 0.0
Sum 13744.9
Maximum concrete compression strain (%o): 0.23
Maximum concrete compression stress (psi): 997
Resultant tension fores (lb): 13745
Resultant compression fores (lb): 28247
0.0
0.0
0.0
0.0
0.0
Eccentricity of resultant tension forces In x-axis, e'"" (Inch): 0.00
Eccentricity of resultant tension forces In y-axis, e•., (Inch): 0.00
Eccentricity of resultant shear forces In x-axis, e'v. (Inch): 0.00
Eccentricity of resultant sheer forces In y-axis, e'v, (Inch): 0.00
4, Steel Strenath of Anchor In Tention (Sac, 17,4,1)
Nu (lb) ¢ ,!Nu (lb)
35150 0.75 26363
5, Conct1t1 Breakout Stttneth of Anchor In J101lon (Sec. 17,4,2)
No• 16-1,✓f,h,l"(Eq. 17.4.2.2b)
,I, r, (psi) het(ln) N, (lb)
1.00 2500 14.000 65058
;N,.. •,p (AN<I AM»)'P"·""'"'·"%.N'P,,,.NN, (Sec. 17.3.1 & Eq. 17.4.2.1b)
ANc (ln2) ANc:o (ln2) c •. m.., (in) 'P,c,N 'PH.N Y'c.N
2050.00 1764.00 20.00 1.000 0.986 1.00
8, Pullout Stmnath ef Anchor In Janalon (Soc, 17,◄,3)
,pN,, • (,'P,.,N, • (,'PcP8A..,r, (Sec. 17.3.1, Eq.17.4.3.1 & 17.4.3.4)
'f'cp A.., (in') r, (psi) ¢ ;N,,. (lb)
1.0 1.50 2500 0.70 21014
• "•alls =gmeenng I Oats: 110/14/2020
Jacob Farabaugh I
Anny Navy Bridge 20199
Shear load y, Shear load combined,
V,.,(lb) ✓(V-)'+(V,.,)' (lb)
300.0 300.0
300.0 300.0
300.0 300.0
300.0 300.0
1200.0 1200.0
<Figure 3>
01 02
T
04 03
lflep.N N, (lb) ;N.,, (lb)
1.000 65058 0.70 52168
Input data end results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
S1mp5on S\rony·T1e Company Inc 5956 W. Las F'osltas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strcngtie.com
15
SIMPSON Anchor Designer™
Software
Company: Qualls En1tineerin1t
Engineer: Jacob Farabau2h
Strong•Tie Project: Armv Navv Brid2e
• Version 2.6.6703.3 Address:
Phone:
E-mail:
8, Staal Strenath of Anchor In Shear (Sac, 17,5,1)
Vu (lb) ;,,..,, ; ;..,.,;Vu (lb)
21090 1.0 0.65 13709
9. Concr:,ta Brtakaut Stranath of Anchor In Sh11r (Sac, 17,5,2)
Shur perpendicular to edge In y-dlrecllon:
Vby = mlnl7(1./ d.)0·2✓d.A.✓fcC•1 U; 9A.✓rcc.1UI (Eq. 17.5.2.28 & Eq. 17 .5.2.2b)
/, (in) d, (In) ,i, r, (psi) c .. (in) v., (lb)
8.00 1.000 1.00 2500 17.33 32474
tpVCJJgy = tp (Ave/ Avco) Y"K.VY"ed.vY'c.V'f'h,VVol' (Sec. 17 .3.1 & Eq. 17 .5.2.1b)
Ave (ln2) Aveo (ln2) 'Pee.I/ V'.a.v 'l'r;,v ¥'11.v
1080.00 1352.00 1.000 1.000 1.000 1.202
Shur parallel lo edge In y-dlrecllon:
Vbi = minl7(1e/ d,)0·2✓d,A,✓fcCa11·5; 9A.✓fcc.,1·51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
I, (in) d, (In) A, r, (psi) c., (in) v., (lb)
8.00 1.000 1.00 2500 21.33 44341
;v..., = ; (2)(Avd Av~) 1",,vl",.,vl",.vl",.vV"' (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b)
Ave (in2) Avoo (in2) 'f'ec.v 'Ped,V 'Pc.v 'P1,,v
1080.00 2048.00 1,000 1.000 1.000 1.333
10 Concr:m Prvout Strenath of Anchor In Shear (Sec, 17,5,3)
¢Vr,pg = (/JkcpNwg = r/Jkcp(ANcf ANeo)Y'•c.N 'l'ec1.N'l'c,N'f'ep,NNri(Sec. 17 .3.1 & Eq. 17 .5.3.1 b)
kep ANe (in2) ANco (in2) 'f'.c.N 'f'9li.N Y'c.N 1/Jep.N
2.0 2450.00 1764.00 1.000 0.986 1.000 1.000
11, Re1ulta
Interaction ofT1n1ll1 and Shear Force, (Sec, 17,6,)
Tension Factored Load, Nu• (lb)
Steel 6872
Concrete breakout
Pullout
Shear
Steel
T Concr•t• breakout y+
II Concrete breakout X•
Pryout
Interaction check
Sec. 17.6 .. 1 0.33
13745
6872
Factored Load, Vua (lb)
300
1200
800
1200
0.00
Design Strength, eNn (lb) Ratio
26363 0.26
52168 0.26
21014 0.33
Design Strength, eVn (lb) Ratio
13709 0.02
21824 0.05
43848 0.01
124695 0.01
Combined Ratio
32.7%
V,, (lb)
32474
V.,(lb)
44341
N, (lb)
65058
Permissible
1.0
1"1!1 Heavy Hex Bolt, F1554 Gr. 36 with hef • 14.000 Inch meets Iha ■elected design criteria.
I Date: 110/14/2020
I
20199
;V...,(lb)
0.70 21824
0.70 43648
;v.,,, (lb)
0.70 124695
Status
Pass
Pass
Pan (Governs)
Status
Pass
P•-(Governa)
Pan (Governs)
Pass
Status
Pass
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson S!ronu•T1~ Compemy 111c 5956 W. Las ?osltas Boulevard Pleasanton, CA 94588 ?hone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
SIMPSON
Strong-Tie
•
Anchor Designer™
Software
Version 2.6.6703.3
Bau Plata Thlckna11
Required base plate thickness: 1.096 Inch
Company: Onalls Engineenng
Enolneer: Jacob Farabauah
Prolect: Annv Navv Brid2e
Address:
Phone:
E-mail:
Warning: input base plate thickness does not meet required base plate thickness.
12, Wamlna,
I Date: 110/14/2020
I
20199
-Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17. 7 .1 and 17. 7 .2 for torqued cast-in-place anchor is waived per
designer option.
-Designer must exercise own judgement to determine if this design Is suitable.
Input data and results must be checked for agreement with the existing clrcumstancea, the standards and guidellnes must be checked for plausibility.
S,mpson Stronii-fie Company Inc 5956 W. Laa Positas Boulevard Pleasanton, CA 94588 f>hone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
17
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t: (760) 652-9257
General Footing
···•··.
DESCRIPTION: Col Footing
Code References
Calculations per ACI 318-11 , IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Material Properties
fc : Concrete 28 day strength ~ : Rebar Yield
c : Concrete Elastic Modulus
Concrete Density
cp Values Flexure
Shear
Analysis Setting~
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soll Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis =
Length parallel to Z-Z Axis =
Footing Thickness =
Load location offset from footing center ...
ez : Prll to Z-Z Axis =
Pedestal dimensions ...
px : parallel to X-X Axis
pz : parallel to Z-Z Axis
Height
=
= =
Rebar Centertine to Edge of Concrete ...
at Bottom of footing =
Reinforcin
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size
Bars parallel to Z-Z Axis
=
=
Number of Bars =
Reinforcing Bar Size =
=
=
= =
=
=
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
A lied Loads
P : Column Load = OB : Overburden =
M-xx = M-zz =
V-x =
V-z =
#
#
D
2.0 ksi
60.0 ksi
3,122.0 ksi
145.0 pct
0.90
0.750
=
= 0.00180
=
=
5.0 ft
5.0 ft
18.0 in
18 in
in
In
in
In
3.0 in
7.0
5
7.0
5
n/a
n/a
n/a
1.0 : 1
1.0 : 1
Yes
Yes
No
No
. .
Lr
2.70
Project Title: Army Navy Bridge
Engineer: Jacob Farabaugh
Project ID: 20199
ProJect Descr:
1i
Soil Design Values
2.0 ksf Allowable Soil Bearin~ =
Increase Bearing By coting Weight = No
Soil Passive Resistance (for Sliding) = 200.0 pct
Soil/Concrete Friction Coeff. = 0.350
Increase, based on footing Depth
Footing base depth below soil surface = 1.50 ft
Allow press. increase per foot of depth = 0.10 ksf
when footing base Is below = 1.0 ft
Increase, based on footing plan dimension
Allowable pressure increase per foot of depth
= 0.10 ksf
when max. length or width is greater than 2.0 ft =
..
···•-~ __ _..±i__J
L s w E H
14.30 k
ksf
9.351 k-ft
9.351 k-ft
k
1.040 k
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
Project Tltle: Army Navy Bridge
Engineer: Jacob Farabaugh
Project ID: 20199
Proiect Descr:
I q
t (760) 652-9257
Printed· 16 OCT 2020 12·03PM
General Footing Sollwn
y r,y .
ENERCAI.C, INC. 11183-2020, 6"1~:12.2().3.25
,11• • •
DESCRIPTION: Col Footing
==-'-'--------------------------...J-•1¥1•1■8•) --DESIGN SUMMARY
Mln.Rltlo
PASS 0.9413
PASS 1.916
PASS 1.665
PASS n/a
PASS 3.893
PASS nla
PASS 0.1164
PASS 0.1164
PASS 0.04993
PASS 0.05469
PASS 0.1082
PASS 0.1082
PASS n/a
PASS 0.04458
PASS 0.2028
Detailed Results
Soil Bearin
Rotation Axil &
Load Combination ...
X-X. +D+H
X-X. +D+L+H
X-X. +D+0.70E+0.60H
Item
Soil Bearing
Overturning -X-X
Overturning -Z-Z
Sliding • X-X
Sliding· Z-Z
Uplift
Z Flexure (+X)
Z Flexure (-X)
X Flexure (+Z)
X Flexure (-Z)
1-way Shear (+X)
1-way Shear (-X)
1-way Shear ( +Z)
1-way Shear (-Z)
2-way Punching
Groll Allowable
X-X. +D+0.750L +0.750S+0.5250E+H
X-X. +0.80D+0.70E+H
2.350 2.350
2.350
2.350
2.350
2.350
2.350
2.350
2.350
2.350
Z-Z. +D+H
Z-Z. +D+L+H
Z-Z. +D+0.70E+0.60H
Z-Z. +D+0.750L+0.750S+0.5250E+H
Z-Z. +0.80D+0.70E+H
Overturning Stability
Rotation Axl1 &
Load Combination ...
X-X. +D+H
X-X. +D+L+H
X-X. +D+0.70E+0.60H
X-X. +D+0.750L +0.750S+0.5250E+H
X-X. +0.80D+0.70E+H
Z-Z. +D+H z.z, +D+L+H
Z-Z. +D+0.70E+0.60H
Z-Z. +D+0.750L +0.750S+0.5250E+H
Z-Z. +0.60D+0.70E+H
Sliding Stability
Force Application Axl1
Load Combination ...
X-X. +D+H
X-X. +D+L+H
X-X. +D+0.70E+0.80H
X-X. +D+0.750L +0.750S+0.5250E+H
X-X. +0.60D+0.70E+H
Z-Z. +D+H
Z-Z. +D+L+H
Z-Z. +D+0.70E+0.60H
Z-Z. +D+0.750L+0.750S+0.5250E+H
Z-Z. +0.60D+0.70E+H
Appllld
2.212 ksf
7.638 k-ft
6.546 k-ft
0.0 k
0.7260 k
0.0 k
3.265 k-ft/ft
3.265 k-ft/ft
1.401 k-ft/ft
1.534 k-ft/ft
7.256 psi
7.256 psi
0.0 psi
2.991 psi
27.208 psi
Xecc
n/a
nla
n/a
n/a
n/a
0.0
0.0
9.653
3.123
16.088
Zecc (in)
5.972
13.638
17.235
16.455
24.744
n/a
n/a
n/a
n/a
n/a
Overturning Moment
None
None
7.638 k-ft
5.728 k-ft
7.638 k-ft
None
None
6.546 k-ft
4.909 k-ft
6.546 k-ft
Sliding Fore■
0.0 k
0.0 k
0.0 k
0.0 k
0.0 k
0.0 k
0.0 k
0.7280 k
0.5460 k
0.7280 k
Capacity
2.350 ksf
14.636 k-ft
12.206 k-ft
0.0 k
2.834 k
0.0 k
28.049 k-ft/ft
28.049 k-ft/11
28.049 k-ft/11
28.049 k-ft/11
67.082 psi
67.082 psi
67.082 psi
67.082 psi
134.164 psi
Govom1nv Load Combination
+D+0.750L +0.750S+0.5250E+H about X
+0.60D+0.70E+H
+0.60D+0.70E+H
No Sliding
+0.60D+0.70E+H
No Uplift
+1.20D+0.50Lr+1.60L +1.60H
+1.20D+0.50Lr+1.80L +1.60H
+1.20D+0.50Lr+1.60L +1.60H
+0.90D+E+0.90H
+1.20D+0.50Lr+1.60L +1.60H
+1.20D+0.50Lr+1.60L +1.60H
n/a
+0.90D+E+0.90H
+1.20D+0.50Lr+1.60L +1.60H
Actual Soll Bearing Simi f Location Actual / Allow
Bottom, -Z Top, +Z Le , -X Right, +X Ratio
0.1330 0.5180 n/a nla 0.220
0.0 2.181 n/a n/a 0 928
0.0 1.012 n/a n/a 0.431
0.0 2.212 n/a n/a 0.941
0.0 1.458 n/a n/a 0 620
n/a n/a 0.3255 0.3255 0 139
n/a n/a 0.8975 0.8975 0 382
n/a n/a 0.01445 0.6366 0.271
n/a n/a 0.5212 0.9878 0 420
n/a n/a 0.0 0.5575 0.237
Resisting Moment Stsblllty Ratio Ststu1
24.394 k-ft lnfinltv OK
81.594 k-ft lnfinltv OK
24.394 k-ft 3.194 OK
67.294 k-ft 11.746 OK
14.636 k-ft 1.916 OK
0.0 k-ft lnfinltv OK
0.0 k-ft infinltv OK
20.344 k-ft 3.108 OK
47.156 k-ft 9.608 OK
12.206 k-ft 1.865 OK
All units k
ReallUng Force Stability Ratio Ststus
3.973 k No Slldlna OK
8.978 k No Siidlna OK
3.973 k No Slidlna OK
7.727 k No Slldina OK
2.834 k No Slidina OK
3.973 k No Slidina OK
8.978 k No Slldina OK
3.973 k 5.458 OK
7.727 k 14.152 OK
2.834 k 3.893 OK
Qualls Engineering
4403 Manchester Ave, Suite 203
Encinitas, CA 92024
t (760) 652-9257
General Footing
1.11· •
DESCRIPTION: Col Footing
Footing Flexure
Fltxurt Axlt & load Comblnlllon
X-X. •1.400+1.60H
X-X. •1.40D+1.60H
X-X. +1.20D+0.50Lr+1.60L +1.60H
X-X. +1.20D+0.50Lr+1.60L +1.60H
X-X. +1.20D+1.60L +0.50S+1.60H
X-X. +1.200+1.60L +0.50S+1.60H
X-X. +1.20D+L +0.20S+E+1.60H
X-X. +1.20D+L +0.20S+E+1.60H
X-X. +0.90D+E+0.90H
X-X. +0.90D•E+0.90H
Z-Z. +1.40D+1.60H
Z-Z. +1.40D+1.60H
Z-Z. +1.20D+0.50Lr+1.60L +1.60H
Z-Z. +1.20D+0.50Lrt1 .60L +1.60H
Z-Z. +1.200+1.60L +0.50S+1.60H
Z-Z. +1.20D+1.60L +0.50S+1.60H
Z-Z. +1.20D+L +0.20S+E+1.60H
Z-Z. +1.20D+L +0.20S+E+1.60H
Z-Z. +0.90D+E+0.90H
Z-Z. +0.90D+E+0.90H
One Way Shear
Load Combination ...
+1.400+1.60H
+1.20D+0.50Lr+1.60L+1.60H
+1.20D+1.60L +0.50S+1.60H
+1.20D+L +0.20S+E+1.60H
+0.90D+E+0.90H
Two-Way "Punching" Shear
Load Combination ...
+1.40D+1.60H
+1.20D+0.50Lr+1.60L +1.60H
+1.20D+1.60L+0.50S+1.60H
+1.20D+L +0.20S+E+1.60H
+0.90D+E+0.90H
Project TIiie: Army Navy Bridge
Engineer: Jacob Farabaugh
Project ID: 20199
ProJect Descr:
Printed 16 OCT 2020. 12.03PM
_,, copyright ENERCALC, INC. 1983-2020, Build: 12.20.3.25
•• Side TtMlon Al Rlq'd Gvm.AI Ac:tualAI PhrMn Statut k-ft Surface ln"2 ln"2 in"2 k-ft
0.1935 +Z Bottom 0.3888 Min Temp% 0.4340 28.049 OK
0.1936 .z Bottom 0.3888 Min Temp% 0.4340 28.049 OK
1.401 +Z Bottom 0.3888 Min Temp% 0.4340 28.049 OK
1.401 .z Bottom 0.3888 Min Temp% 0.4340 28.049 OK
1.401 +Z Bottom 0.3888 MlnTemo% 0.4340 28.049 OK
1.401 .z Bottom 0.3888 MinTemo% 0.4340 28.049 OK
1.356 +Z Bottom 0.3888 MlnTemo% 0.4340 28.049 OK
0.8256 .z Too 0.3888 MlnTemo% 0.4340 28.049 OK
0.8480 +Z Bottom 0.3888 MinTemo% 0.4340 28.049 OK
1.534 .z Too 0.3888 Min Temp% 0.4340 28.049 OK
0.4725 -X Bottom 0.3888 Min Temo% 0.4340 28.049 OK
0.4725 +X Bottom 0.3888 MlnTemo% 0.4340 28.049 OK
3.265 -X Bottom 0.3888 MlnTemo % 0.4340 28.049 OK
3.265 +X Bottom 0.3888 MinTemo % 0.4340 28.049 OK
3.285 -X Bottom 0.3888 MinTemo% 0.4340 28.049 OK
3.265 +X Bottom 0.3888 MlnTemo% 0.4340 28.049 OK
1.257 -X Bottom 0.3888 Min Temo % 0.4340 28.049 OK
3.128 +X Bottom 0.3888 MlnTemo% 0.4340 28.049 OK
0.5537 -X Too 0.3888 Min Temp% 0.4340 28.049 OK
1.316 +X Bottom 0.3888 MinTemo% 0.4340 28.049 OK
Vu@•X Vu@+X Vu@.Z Vu@+Z Vu:Max PhlVn Vu/Phl'Vn Statu1
1.05osi 1.05psl 0.44 PSI 0.00 psi 1.05osi 67.08 osi 0.02 OK
7.26osi 7.26osl 2.50 osi 0.00 osi 7.26osi 67.08 osl 0.11 OK
7.26DSi 7.26osi 2.50 DSI 0.00 osi 7.26osi 67.08 osi 0.11 OK
2.53DSi 7.21 osi 2.77 osl 0.00 osi 7.21 osi 67.08 osi 0.11 OK
1.36DSi 3.24osi 2.99 osi 0.00 osl 3.24osi 67.08 psi 0.05 OK
All units k
Vu Phl'Vn Vu/ Phl'Vn Stalul
3.94 osi 134.16osi 0.02935 OK
27.21 osi 134.16osi 0.2028 OK
27.21 osi 134.16osi 0.2028 OK
17.81 osi 134.16osi 0.1328 OK
2.04 osi 134.16osi 0.01521 OK
□ □ □ □ □ □ □ □ □ □
ENCINA WASTEWATER AUTHORITY
INDUSTRIAL WASTEWATER DISCHARGE PERMIT
SCREENING SURVEY
6200 Avenida Encinas, Carlsbad, CA 92011
Phone: 760-438-3941 Fax: 760-476-9852
SourceControl@encinajpa.com
Date: 11/06/2020
Business Name: __ A_r_m_y_a_n_d_N_a_v_y_A_c_a_d_e_m_Y _________ _
Street Address: 2605 Carlsbad Blvd., Carlsbad CA 92008
Email Address: JPullen@armyandnavyacademy.org
PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) I ■I
Check all below that are present at your facility:
Acid Cleaning D Food Processing D Metal Powders Forming
Assembly D Glass Manufacturing D Nutritional Supplement/Vitamin
Automotive Repair 0 Industrial Laundry D Manufacturing
Battery Manufacturing D Ink Manufacturing D Painting/Finishing
Biofuel Manufacturing O Laboratory D Paint Manufacturing
Biotech Laboratory 0 Machining/Milling D Personal Care Products
Bulk Chemical Storage D Membrane manufacturing D Manufacturing
Car Wash D (i.e. waterfilter membranes) D Pesticide Manufacturing/ Packaging
Chemical Manufacturing O Metal Casting/Forming D Pharmaceutical Manufacturing
Chemical Purification D Metal Fabrication D (including precursors)
D Dental Offices D Metal Finishing D Porcelain Enameling D Dental Schools D Electroplating D Power Generation
D Dental Clinics D Electroless Plating 0 Print Shop
0 Dry Cleaning D Anodizing D Research and Development
D Electrical Component 0 Coating (i.e. phosphating) D Rubber Manufacturing
□ Manufacturing D Chemical Etching/Milling D Semiconductor Manufacturing
□ Fertilizer Manufacturing D Printed Circuit Board D Soap/Detergent Manufacturing
□ Film/ X-ra y Processing D Manufacturing D Waste TreatmenVStorage
New Business? YesONoil SIC Code(s) if known: ______ Date operation began/will begin: ______ _
Tenant Improvement? Yes ONo■ If yes, briefly describe improvement: __________________ _
Description of operations generating wastewater (discharged to sewer, hauled or evaporated): __________ _
Preparation and installation of structural concrete for foundations. Preparation and installation of exterior stucco
finish systems for building cladding.
Estimated volume of industrial wastewater to be discharged (gal/ day) : _____________________ _
List hazardous wastes generated (type/volume): _____________________________ _
Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? YesOoate: ______ .No□
Page 1 of 2
ENCINA WASTEWATER AUTHORITY
INDUSTRIAL WASTEWATER DISCHARGE PERMIT
SCREENING SURVEY
6200 Avenida Encinas, Carlsbad, CA 92011
Phone: 760-438-3941 Fax: 760-476-9852
SourceControl@encinajpa.com
The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge
permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i. e., they
only discharge sanitary wastewater with no pollutants exceeding any local limits ), and (b) they have no potential to negatively
impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred
to EWA Source Control staff.
□ Automobile Detailer s □ Hotels/ Motels (no laundry)
□ Barber/Beauty Shops □ Laundromats
□ Business/Sales Offices □ Libraries
□ Cleaning Services □ Medical Offices (no x-ray developing)
□ Carpet/Upholstery □ Mortuaries
□ Childcare Facilities □ Museums
□ Churches □ Nail Salons
□ Community Centers □ Nursing Homes
□ Consulting Services □ Office Buildings (no process flow)
□ Contractors □ Optical Services
□ Counseling Services □ Pest Control Services (no pesticide repackaging for sale)
1-1 Educational Services (no auto repair/film developing) □ Pet Boarding/Grooming Facilities
□ Financial Institutions/Services □ Postal Services (no car wash/auto repair)
□ Fitness Centers □ Public Storage Facilities
□ Gas Stations (no car wash/auto repair) □ Restaurants/Bars
□ Grocery Stores (no film developing) □ Retail/Wholesale Stores (no auto repair/film
□ Residential based Businesses developing)
□ Theaters (Movie/Live)
CERTIFICATION STATEMENT
I certifv that the information above is true and correct to the best o.fmy knowledge.
--0#~,c../~~-~ Signature: _____________ _ Print Name: Douglas Paterson Architect Date: 11/06/2020
Facility Contact:_J_a_n_e_t_P_u_l_le_n _____ _ Title: Vice President, Finance and Operations
ENCINA WASTEWATER AUTHORITY
6200AVENIDA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852
SourceControl@encinajpa.com
Page 2 of2
( City of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
8-50
Development Services
Building Division
1635 Faraday Avenue
(760) 602-2719
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, calcu lations or certifications, to demonstrate
full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach
to comply with energ y-related measures will need to attach to this checklist separate calculations and documentation as
specified by the ordinances.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
...1111 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.
...1111 Details on CAP ordinance requirements are available on the city's website .
...1111 A CAP Building Plan template (form B-55) 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.:
Property Address/APN:
Applicant Name/Co.:
Applicant Address:
Contact Phone:
Army and Navy Academy /' Q( ..-, D
__ Br_id--=gc....e_R_e_co_n_s_tru_c_ti_on_Pr_o~je_ct _______ BP No.: (_ J) 20 t-O-QL{l(_-,
2605 Carlsbad Blvd., Carlsbad CA 92008 APN 203-041-01
Douglas Paterson Architect
4653 Carmel Mountain Rd. Suite 308/305 San Diego CA 92008
858-200-6864 Contact Email: dwrpaterson@gmail.com
Contact information of person completing this checklist (if different than above):
Name:
Company
name/address:
Douglas Paterson Architect
4653 Carmel Mountain Rd .
Suite 308/305
San Diego CA 92008
Contact Phone: 858-200-6864
Contact Email: dwrpaterson@gmail.com
., .... ..-),//~-,,,:....L.._ __ --,. 11 /6/2020 Applicant Signature: __ ,,.,_......,...,_,,v_il_ M,v_v __________ Date: __ o _____ _
8-50 Page 1 of 6 Revised 06/18
City 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 Build ing Permit Valuation worksheet.
Building Permit Valuation (BPV) from worksheet: $ 5l?: S:S-S--
I Construction Type I Complete Sectlon(s) I Notes: I
A high-rise residential building is 4 or more stories, including a
Ii] Residential
□ New construction
■ Additions and alterations:
□ BPV < $60,000
□ BPV ~ $60,000
□ Electrical service panel upgrade only
~ BPV ~ $200,000
~nresidential
□ 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
Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor
area is residential use
2A, 3A, 18, 28,
4A 38, 4A
N/A N/A All residential additions and alterations
1A, 4A 4A 1-2 family dwellings and townhouses with attached garages
only
*Multi-family dwellings only where interior finishes are removed
1A, 4A* 1B,4A* and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed
1 B, 28, 38, 48 and 5
lv!At Li=kl _or)K
n
18, 5
18,28,5 Building alterations of~ 75% existing gross floor area
28,5 18 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 information when completing this section.
A Iii Residential addition or alteration l!: $60,000 building permit valuation. □ N/A ________ _
See CMC section 18.30.190. D Exception: Home energy score~ 7
(attach certification)
Year Built Single.family Requirements Multi.family Requirements
□ Before 1978 Select one:
[] Duct sealinq □ Attic insulation C Cool roof □ Attic insulation
□ 1978 and later Select one:
[] Lighting package Cl Water heating Package
□ Between 1978 and 1991 Select one:
□ Duct sealinq □Attic insulation t::ICool roof
• 1992 and later Select one:
□Lighting package □Water heating package
B. D Nonresidential* new construction or alterations l!: $200,000 building permit valuation,
or additions l!: 1,000 square feel 0 NIA
Updated 8/15/2019
'
2
City of Carlsbad Climate Action Plan Consistency Checklist
See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2-Energy Efficiency.
A5.203.1.1 Choose one: a .1 Outdoor lighting □ .2 Warehouse dock seal doors
a .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) □ N/A ________ _
[] .4 Daylight design PAFs □ .5 Exhaust air heat recovery
A5.203.1.2.1
Choose one as applicable: t).95 Energy budget 0,90 Energy budget □NIA
A5.211.1**
□ On-site renewable energy □ N/A
A5.211.3 ..
□ Green power (if offered by local utility provider, 50% minimum renewable sources) □ N/A
A5.212.1
D Elevators and escalators □ N/A
A5.213.1
D Steel framing □ N/A
• Includes hotels/motels and high-rise residential buildings
•• 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: comply
with CMC 18.30.130 instead.
2. Photovoltaic Systems
A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California
Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic
requirement (28 below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8)
(high-rise residential) or 18.30.170(8) (low-rise 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. 15 x #d.u.)
*Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
Exception
D
D
D
D
kWdc
8. D Nonresidential new construction or alterations ~$1,000,000 8PVand affecting ~75% existing floor area, or addition that increases roof
area by ~,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to
high-rise residential and hotel/motel buildings.
Choose one of the following methods:
□ Gross Floor Area (GFA) Method
GFA:
Olf < 10,000s.f. Enter: 5 kWdc
Min. System Size:
□If ~ 10,000s.f. calculate: 15 kWdc x (GFN10,000) ••
kWdc
**Round building size factor to nearest tenth, and round system size to nearest whole number.
□ Time-Dependent Valuation Method
Updated 8/15/2019 3
City 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 O Residential and hotel/motel new construction
Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section.
D For systems serving individual dwelling units choose one:
D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise
residential only) D Heat pu mp 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 (low-rise 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
D Exception:
D For systems serving multiple dwelling units, install a central water-heating system with all of the following:
D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise 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
D Exception:
B. 0 Nonresidential new construction
Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section.
D Water heating system derives at least 40% of its energy from one of the following (attach documentation):
□ Solar-thermal 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
□Exception:
Updated 8/15/2019 4
City of Carlsbad Climate Action Plan Consistency Checklist
4. Electric Vehicle Charging
A D Residential New construction and major alterations*
Please refer to Carlsbad Ordinance CMC section 18.21.140 when com
One and two-family residential dwelling or townhouse with attached garage:
D One EVSE Ready parking space required D Exception :
l!!!IIMulti-family residential· D Exception ·
Total Parking Spaces EVSE Spaces
Proposed Caoable I Ready I
I I
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.")
Installed I Total
I
*Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation;;: $60,000
or indude 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 Caoable I Ready I Installed 1 Total
I I I
Calculation· Refer to the table below·
Total Number of ParkinQ Spaces provided Number of reQuired EV Spaces Number of reQuired EVSE Installed Spaces
□ 0-9 1 1
D 10-25 2 1
D 26-50 4 2
D 51-75 6 3
□ 76-100 9 5
D 101-150 12 6
D 151-200 17 9
r1 201 and over 10 percent of total 50 oercent of Reauired EV Spaces
Updated 8/15/2019 5
City of 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 employee-generated ADT.
City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your
permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details.
Office (all)2 20
Restaurant 11
Retaib 8
Industrial 4
Manufacturing 4
Warehousin 4
1 Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 10th 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.
Acknowledgment:
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 submitted may be subject to the City of Cartsbad's Transportation Demand Management Ordinance. I agree to be contacted should
my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance.
,,f.?/#r-Jh.,..:,.L._._-----,. Applicant Signature: __________________ _ Date: 11/06/2020
Person other than Applicant to be contacted for TOM compliance (if applicable):
Name (Printed): __ J_a_n_e_t_P_u_ll_e_n ,_A_r_m....:y'-an_d_N_a_v:....y_A_c_a_d_em---=-y ___ _ Phone Number: 760-54 7-5269
Email Address: JPullen@armyandnavyacademy.org
Updated 8/1 5/2019 6