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1 LEGOLAND DR; ; CBC2024-0273; Permit
Building Permit Finaled C cityof Carlsbad Commercial Permit Print Date: 10/29/2025 Job Address: 1 LEGOLAND DR, Permit Type: BLDG-Commercial Parcel#: 2111000900 Valuation: $195,000.00 Occupancy Group: B #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 4 Code Edition: Sprinkled: Yes Project Title: CARLSBAD, CA 92008-4610 Work Class: Addition Track#: Lot#: Project#: Plan#: Construction Type:V-B Orig. Plan Check #: Plan Check#: Permit No: Status: CBC2024-0273 Closed -Finaled Applied: 08/29/2024 Issued: 12/30/2024 Finaled Close Out: 07/02/2025 Final Inspection: 07/02/2025 INSPECTOR: Melby, Paul Renfro, Chris Kersch, Tim Description: LEGOLAND : 216 SF ADDITION TO EXISTING 173 SF GUARDHOUSE/ SECURITY BLDG WORK ALSO INCLUDES NEW 1513 SF ROOF TO A COVERED WALK WAY Applicant: URBON ARCHITECTURE PETER URBON 2040 HARBOR ISLAND DR, # STE 1028 SAN DIEGO, CA 92101-1018 (619) 379-6713 FEE ATTACHED ACCESSORY & UTILITY USES BUILDING PLAN CHECK Property Owner: LEGOLAND CALIFORNIA LLC PO BOX 543185 DALLAS, TX 75354-3185 (407) 270-1300 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) COMM/IND Tl -STRUCTURAL SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $4,233.28 Total Payments To Date: $4,233.28 Contractor: BACKS CONSTRUCTION JOE WEAVER 1602 FRONT ST SAN DIEGO, CA 92101-2920 (619) 770-4223 Balance Due: AMOUNT $1,290.34 $1,344.34 $204.00 $107.00 $848.00 $8.00 $54.60 $292.00 $85.00 $0.00 Plea se 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 prot est 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 t o protest t he 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 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check CP/JOL'-i -DllJ Est. Value PC Oep:::: ~~~~4 Job Address One Legoland Dr -Building 202 Suite: APN: 211-220-10, 11, 16&212-041-05 ----- Tenant Name#: Legoland Lot#: Year Built: ·------------------·--------------- Year Built: 1997 Occupancy:_B __ _ Construction Type: V-B Fire sprinklers@ESQNO A/C:0YESQNo BRIEF DESCRIPTION OF WORK: 216 sf addition to existing 173 sf Guardhouse/Security Bldg. Work includes new 1513 sf roof -+ [l] Addition/New:._2_1_6 __________ New SF and Use, __________ New SF and Use _______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ___ _ Orenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ D Solar: ___ KW,. ___ Modules, Mounted: 0Roof 0Ground D Reroof:. ____________________________________ _ D Plumbing/Mechanical/Electrical Oother: _______________________________ _ APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Peter Urbon-Urbon Architecture Name: Legoland Address· 2040 Harbor Island Dr Suite 102B Address: One Legoland Dr City· San Diego State: CA Zip:_9_21_0_1 __ City: Carlsbad State: CA Zip:_9_2oo_a __ _ Phone· 619-379-6713 Phone:. ___________________ _ Email· urbonarch@gmail.com Email: Eric.DeLeon@Legoland.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Peter Urbon Business Name:. _______________ _ Address: 20240 Harbor Island dr. Suite 102B Address:. __________________ _ City: San Diego State: CA Zip:_9_2_10_1 ___ City:. ________ State:. ___ Zip:. ______ _ Phone: 619-379-6713 Phone:. ___________________ _ Email: urbonarch@gmail.com Email:. ___________________ _ Architect State License: C-18022 CSLB License #:. _______ Class:. ______ _ Carlsbad Business License# (Required): _______ _ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above Information ts 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. NAME (PRINT): Peter Urbon SIGN: /J~ t A . .btm--DATE:_8_-2_9_-2_4 ___ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2024-0273) Permit Type: BLDG-Commercial Application Date: 08/29/2024 Owner: LEGOLAND CALIFORNIA LLC Work Class: Addition Issue Date: 12/30/2024 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed -Finaled Expiration Date: 11/12/2025 Address: 1 LEGOLAND DR IVR Number: 58590 CARLSBAD, CA 92008-4610 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Wednesday, October 29, 2025 Page 3 of 3 PERMIT INSPECTION HISTORY for (CBC2024-0273) Permit Type: BLDG-Commercial Application Date: 08/29/2024 Owner: LEGOLAND CALIFORNIA LLC Work Class: Addition Issue Date: 12/30/2024 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed -Finaled Expiration Date: 11/12/2025 Address: 1 LEGOLAND DR IVR Number: 58590 CARLSBAD, CA 92008-4610 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof 02/20/2025 02/20/2025 BLDG-17 Interior 276521-2025 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/30/2025 04/30/2025 BLDG-11 283414-2025 Passed Tim Kersch Complete Foundation/Fig/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/12/2025 05/12/2025 BLDG-11 284243-2025 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/15/2025 05/15/2025 BLDG-11 284920-2025 Passed Tim Kersch Incomplete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 07/01/2025 07/01 /2025 BLDG-Final Inspection 289139-2025 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Job needs paperwork. No BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 07/02/2025 07/02/2025 BLDG-Final Inspection 289549-2025 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Job needs paperwork. Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Wednesday, October 29, 2025 Page 2 of 3 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2024-0273) Permit Type: BLDG-Commercial Application Date: 08/29/2024 Owner: LEGOLAND CALIFORNIA LLC Work Class: Addition Issue Date: 12/30/2024 Subdivision: CARLSBAD TCT#94-09 UNIT#02 & 03 Status: Closed -Finaled Expiration Date: 11/1 2/2025 Address: 1 LEGOLAND DR IVR Number: 58590 CARLSBAD, CA 92008-4610 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/02/2025 01/02/2025 BLDG-SW-Pre-Con 272334-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/06/2025 01/06/2025 BLDG-11 272544-2025 Passed Paul Melby Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-31 272543-2025 Passed Paul Melby Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01/08/2025 01/08/2025 BLDG-11 272762-2025 Passed Paul Melby Complete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/07/2025 BLDG-14 275560-2025 Rescheduled Paul Melby Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-34 Rough 275561-2025 Rescheduled Paul Melby Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/10/2025 02/10/2025 BLDG-15 Roof/ReRoof 275720-2025 Partial Pass Chris Renfro Re Inspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-83 Roof Sheating, 275719-2025 Partial Pass Chris Renfro Re inspection Incomplete Exterior Shear (13,15) Wednesday, October 29, 2025 Page 1 of 3 Daily Field Report .i~ Hcai#: DSAApp.#: DSA File#: lmpecton & ldatenal Tesbng Project#: LEA #: 1Pennit.#:CBC2024-0273 tDate: 06-23-25 I !Project Name: Lego land Security Booth ~ddress:Qne Leaoland Dr Booth 202 Carlsbad Ca 92008 t ity: Carlsbad Contractor: Backs Construction Sub Contractor: ss Steel ~chitect / Engineer u rbo n Architecture Offsite Location: --------------- Type of Work: D Reinforced Concrete D Prestressed Concrete D Masonry Ii] Steel/Welding D Fireproofing 0 Soil O Shop Steel/Welding OFRP O Shot-Crete O Other Description of Work: Upon arrival at the site, as requested, to conduct a visual inspection of the installed decking, I reviewed the approved construction drawings from S-1 to S-2 and the general notes on SNl dated October 19, 2024. The subcontractor, SS Steel, has completed the installation of the 20 GA Roof Verco system atop the shade structure. The subcontractor utilized Zinc #12xl½" sealer Self Drill Screw for attachment, with a schedule of 32/3 and every 24-inch around the perimeters. Additionally, they employed a PunchJock at the deck laps at every 24-inch interval and as specified in the decking details on 13/S-2. All work has been inspected and adheres to the approved construction drawings. This completes the shade structure framing. The Work [i]WAS □WAS NOT Inspected in Accordance with the Requirements of the Approved Plans and Specificat ion's. Work was inspected per Approved Plan Page #'s S-1 -S-2 and the general notes on SN1 dated O ctober 19, 2024, DATE TASK REGULAR 0 .T. 06-23-25 We lding 4 Ebenezer Medina , ~''\ ~ A ,.. Inspector Name: -------------Signature: ----L~L.L71l...:::::1 ====------ certification No: ICC #10338020; ACI #02270507; AWS CWI #23070441 ; SD #1549 P.O. Box 2450 Alpine CA 91903 Phone 619-540-0612 Fax 619-445-5889 PHOTOS Daily Field Report ~~ Hcai#: DSAApp.#: DSA File#: lmpecton & Matenal Tesbn9 Project#: LEA #: Pem1it.#:CBC2024-0273 Date: 06-20-25 I Project Name: Legoland Security Booth Address: One Leqoland Dr Booth 202 Carlsbad Ca 92008 City: Carlsbad Contractor: Backs Construction Sub Contractor: ss Steel Architect / Engineer Urbon Architecture Offsite Location: --------------- Type of Work: D Reinforced Concrete D Prestressed Concrete D Masonry Ii] Steel/Welding D Fireproofing □ Soil □ Shop Steel/Welding □FRP □ Shot-Crete O Other Description of Work: Upon arrival at the site, as requested, to conduct a visual inspection of the installed decking, I reviewed the approved construction drawings from S-1 to S-2 and the general notes on SNl dated October 19, 2024. The subcontractor, SS Steel, is in progress of the installation of the 20 GA Roof Verco system atop the shade structure. The subcontractor will utilized Zinc #12x l ½" sealer Self Drill Screw for attachment, with a schedule of 32/3. Additionally, the sub contractor will utilized a PunchJock at the deck laps at every 24-inch interval, as specified in the decking details on 13/S-2. **Due to multiple trades working around the area, the sub contractor was not able to complete the install of the decking. The sub contractor is currently in progress of shaking out deck, trimming the edges for proper fitment. T he work is currently ongoing. The Work [i]W AS O w AS NOT Inspected in Accordance with the Requirements of the Approved Plans and Specification's. Work was inspected per Approved Plan Page #'s S-1 -S-2 and the general notes on SN 1 dated October 19, 2024, DATE TASK REGULAR O.T. 06-20-25 Welding 4 Ebenezer Medina , ~'I\ A A -= Inspector Name: Signature: '\ V' l/ Certification No: ICC #10338020; ACI #02270507; AWS CWI #23070441 ; SD #1549 P.O. Box 2450 Alpine CA 91903 Phone 619-540-0612 Fax 619-445-5889 PHOTOS Daily Field Report ~~ Hcai#: DSAApp.#: DSA File#: lmpecton & !datenal Testing LEA #: Project#: Pennit.#: CBC2024-0273 !Date: 06-19-25 I !Project Name: Legoland Security Booth !Address: One Leaoland Dr Booth 202 Carlsbad Ca 92008 City: Carl sbad Contractor: Backs Construction Sub Contractor: ss Steel !Architect/ Engineer Urban Architecture Offsite Location: ---------------- Type of Work: D Reinforced Concrete D Prestressed Concrete D Masonry [i] Steel/Welding D Fireproofing □ Soil □ Shop Steel/Welding □ FRP □ Shot-Crete O Other Description of Work: Upon arrival at the site, as requested, to conduct visual welding inspection. The work is being performed by subcontractor SS Steel on the Legoland gate house. I reviewed the approved construction drawings on S-1 -S-2 and the general notes on SNl dated October 19, 2024, verified the welder qualification and welder continuity book for Justin Parigen, ID# CDL Y9277455, and reviewed SS Steel -WPS# N232 FILLET. Currently, Subcontractor SS Steel is constructing the shade structure for the Legoland gate house. The subcontractor has completed the installation of L3x3x¼" angles on top of the HSS10x6x¼ along the edge where the 20 GA roof Verco decking will be installed (longitudinal). -The certified welder has welded the L3x3x¼" angles on top of the HSS 10x6x¼ with a 3/15" fi llet weld at 2" long, stitched, and staggered at every 12-inches. The subcontractor has also added a FB¼" flat bar on top of the MCl0 channel that was face mounted to the new security building due to minimwn deck bearing not being achieved. -The certified welder welded the FB¼" flat bar on top of the MCl0 channel with a 3/16" fillet weld at 2" long, stitched, and staggered at every 12-inches. The subcontractor is now in progress of laying out for the 20 GA Roof Verco installation on top of the shade structure. -The subcontractor will be utilizing Zinc /tl2xl ½" sealer Self Drill Screw for the attachment with a schedule of 32/3. -The subcontractor will also utilize a Punchlock at the deck laps at every 24-inches. The certified welder is utilizing FCAW welding process with E71T-8 -.072 diameter wire on 228.4Amps. Periodic voltage/ amperage and inter-pass temperature checks were performed to ensure the proper performance of the welding equipment. All parameters are in compliance with the manufacturer's specifications. Inter-pass cleaning was observed through chipping and wire brushing. All work inspected complies with the approved construction drawings, and the welds have been visually inspected per AWS D 1.1 Visual Inspection Acceptance Criteria Table 8.1. This work is currently on going. The Work [i]WAS □WAS NOT Inspected in Accordance with the Requirements of the Approved Plans and Specification's. Work was inspected per Approved Plan Page #'s S-1 -S-2 and the general notes on SN1 dated October 19, 2024, DATE TASK REGULAR O.T. 06-19-25 Welding 4 - Ebenezer Medina ~~ 'I\ ~ A ,.. Inspector Name: Signature: '\ l/ lJ certification No: ICC #10338020; ACI #02270507; AWS CWI #23070441 ; SD #1549 P.O. Box 2450 Alpine CA 91903 Phone 619-540-0612 Fax 619-445-5889 PHOTOS Daily Field Report ~~ Hcai#: DSAApp.#: DSA File#: lmpecton & ldatenal Tesbng LEA #: Project#: 1Pennit.#:CBC2024-0273 !Date: 06-17-25 I !Project Name: Le g o land Security Booth IAddress:Qne Leaoland Dr Booth 202 Carlsbad Ca 92008 ~iry: C arls bad Contractor: Backs Construction Sub Contractor:ss Steel / W.E. Heusleun !Architect / Engineer Urban Architecture Offsite Location: ------------------ Type of Work: D Reinforced Concrete D Prestressed Concrete D Masonry [ii Steel/Welding D Fireproofing 0 Soil O Shop Steel/Welding O FRP O Shot-Crete □ Other Description of Work: Upon anival al the site as requested to conduct visual welding inspection and observe the perforce of non shrink grout on the bottom of the column baseplate. The work is being performed by subcontractor SS Steel on the Legoland gate house. I reviewed the approved construction drawings on S-1 -S-2 and the general notes on SN 1 dated October 19, 2024, verified the welder qualification and welder continuity book for Justin Parigen, ID# CDL Y9277455 and reviewed SS Steel -WPS# N232 FILLET'. Currently, Subcontractor SS Steel is constructing the shade structure for the Legoland gate house. -The ce1tified welder bas completed the welding of the HSS6x6x¼" columns to the underside of the HSS10x6x¼" with a 3/16" fillet/flare bevel weld all around per weld detail 4/S-2 on all (4) columns. -The Sub contractor is now in progress of fitting up and welding the ¼"x 2" flat bar to the top of the C-channel along the side of the building with a 3/16" fillet stitched al every at 1" on 12" lo achieve proper bearing when setting the decking. -The sub contractor is also in progress of shaking out and installing the 20 GA roof Verco decking overt be shade structure. Certified welder is utilizing FCAW welding process with E71T-8 -.072 diameter wire on 235.7 Amps. Performed periodic voltage/amperage and inter-pass temperature checks were performed to ensure the proper performance of the welding equipment. AU parameters are in compliance with the manufacturer's specifications. Inter-pass cleaning was observed through chipping and wire brushing. All work inspected complies with the approved construction drawings, and the welds have been visually inspected per AWS D 1.1 Vi sual Inspection Acceptance Criteria Table 8.1. Work is also being performed on the underside of the column base plate. Sub contractor W.E. Heusleun has completed the install of the High Performance Non-Shrink Grout (SpecGrout SCMulti-Purpose Grout) per details 16/S-1 Prior to grout placement, I inspected all prepared locations to ensure they were free of dirt, oil, and any foreign material. I verified all metal contact to be free of rust, oil, grease, and other foreign matter that could hinder bond formation. The concrete surface was dry, sound, and roughened to facilitate proper bonding. All anchor bolts were visually tight at all flying surfaces before grout placement. All formwork was securely secured and ridged to prevent displacement. The subcontractor utilized a mortar mixer in small batches until the batch was lump-free and achieved the desired consistency according to the manufacturer's recommendations. The subcontractor utilized (2) 50 lbs bags for the level I baseplates. Grout placement was continuous, avoiding any air entrapment. The non-shrink grout inspection was conducted in accordance with the manufacturer's specification and ASTM Cl 107. To the best of my knowledge, the work perfonncd was in accordance with the approved plans, specifications, and applicable standards of workmanship. This work is currently on going on the decking for the shade structure. The Work [i]WAS □WAS NOT Inspected in Accordance with the Requirements of the Approved Plans and Specification's. w ork was inspected per Approved Plan Page #'s S -1 -S-2 a nd t he genera l notes o n S N1 dated O ctober 19, 2024, DATE TASK REGULAR 0.T. 06-17-25 W e lding 4 ..• Ebenezer Medina ,£ '1\ -A A ,.. Inspector Name: Signature: r\ -17' LI Certifi cation No: ICC #10338020; ACI #02270507; AWS CWI #23070441; SD #1549 P.O. Box 2450 Alpine CA 91903 Phone 619-540-0612 Fax 619-445-5889 PHOTOS Daily Field Report ~~ Hcai#: DSAApp.#: DSA File#: lmpecton & Yatenal Testing Project#: LEA #: Permit.#: C BC2024-0273 Date: 06-13-25 I Project Name: Legoland Security Booth Address:Qne Leooland Dr Booth 202 Carlsbad Ca 92008 City: Carlsbad Contractor: Backs Construction Sub Contractor: ss Steel Architect / Engineer Urban Architecture Offsite Location: ---------------- Type of Work: D Reinforced Concrete D Prestressed Concrete D Masonry Ii] Steel/Welding O Fireproofing 0 Soil O Shop Steel/Welding O FRP O Shot-Crete O Other Description of Work: Upon arrival at the site as requested to conduct visual welding inspection. The work is being performed by subcontractor SS Steel on the Legoland gate house. I reviewed the approved construction drawings on S-1 -S-2 and the general notes on SN 1 dated October 19, 2024, verified the welder qualification and welder continuity book for Justin Parigen, ID# CDL Y9277455 and reviewed SS Steel -WPS# N232 FILLET. Currently, Subcontractor SS Steel is constructing the shade structure for the Legoland gate house. -They are utilizing 1/s" A307 bolts as erection aids for all connections where field welds are not applicable. -The certified welder is tack welding the (four) HSS6x6x¼" columns to the underside of the HSS10x6x¼" beams during fit- up and ali gnment. (Welding in Progress) -The certified welder will weld the HSS6x6x¼" columns to the underside of the HSS 10x6x¼" with a 3/ 16" fillet/flare bevel weld all around after the structure has been plumbed. (Welding in Progress) -The certified welder has relocated the ¾" connection plate at the northeast side of the structure from the MClO channel to the HSS10x6x¼" and has completed the welding of the shear clip with a 3/ 16" fillet weld on both sides of the plate per detail 5/S-1.(Welding Completed 6-11 -25) -The certified welder has completed the welding of the shear clips around the securi ty building at (5) locations with a 3/16" fillet weld on both sides of the plate on the MCl0 channel and the HSS 10x6x¼" per detail 5/S-l and 12/S-2. (Welding Completed 6-13-25) Certified welder is utilizing FCAW welding process with E71T-8 -.072 diameter wire on 212.5 Amps. Performed periodi c voltage/amperage and inter-pass temperature checks were performed to ensure the proper performance of the welding equipment. All parameters are in compliance with the manufacturer's specifications. Inter-pass cleaning was observed through chipping and wire brushing. All work inspected complies with the approved construction drawings, and the welds have been visually inspected per A WS D1.1 Visual Inspection Acceptance Criteria Table 8.1. This work is currently on going. The Work li]W AS Ow AS NOT Inspected in Accordance with the Requirements of the Approved Plans and Specification's. Work was inspected per Approved Plan Page #'s S-1 -S-2 and the general notes on SN 1 dated October 19, 2024, DATE TASK REGULAR O.T. 06-13-25 Welding 4 Ebenezer Medina r~ '\ A A _::: Inspector Name: Signature: \7"17' ) Certification No: ICC #10338020; ACI #02270507; AWS CWI #23070441 ; SD #1549 P.O. Box 2450 Alpine CA 91903 Phone 619-540-0612 Fax 619-445-5889 PHOTOS Subcontractor SS Steel is currently erecting the shade structure for the Legoland gate house shear clips around the security building at (5) locations with a 3/,; fillet weld on both sides of the plate on the MC 10 channel shear clips around the security building at (5) locations with a 3~G• fillet weld on both sides of the plate on the MC10 channel and the HS;:,10x6x¼" FCAW welding process with E71T-8 -.072 diameter wire on 212.5 Amps shear clips around the security building at (5) locations with a 3/,; fillet weld on both sides of the plate on the MC 10 channel shear clips around the security building at (5) locations with a 3/ • fillet weld on both sides of the plate on the MC10 channel and the HSS~ 0x6x¼" Daily Field Report ~~ Hcai#: DSAApp.#: DSA File#: lrHpecton & !datenal Testing LEA #: Project#: Penn it.#: C BC2024-0273 Date: 06-11-25 I :Project Name: Legoland Security Booth Address: One Leqoland Dr Booth 202 Carlsbad Ca 92008 City: Carlsbad Contractor: Backs Construction Sub Contractor: ss Steel k\rchitect / Engineer Urban Architecture Offsite Location: --------------- Type of Work: D Reinforced Concrete D Prestressed Concrete D Masonry [ii Steel/Welding D Fireproofing □ Soil □ Shop Steel/Welding □FRP □ Shot-Crete O Other Description of Work: Upon arrival at the site as requested to conduct visual welding inspection. The work is being performed by subcontractor SS Steel on the Legoland gate house. I reviewed the approved construction drawings on S-1 -S-2 and the general notes on SNl dated October 19, 2024, verified the welder qualification and welder continuity book for Justin Parigen, ID# CDL Y9277455 and reviewed SS Steel -WPS# N232 FILLET. *** Subcontractor SS Steel is currently erecting the shade structure for the Legoland gate house: -They are using ½" A307 bolts as erection aids for all connections where field welds do not apply. -The certified welder is tack welding the (4) HSS6x6x¼" columns to the underside of the HSS10x6x¼" beams during fit up and ali gnment. -The certified welder will weld the HSS6x6x¼" columns to the underside of the HSS10x6x¼" with a 3/16" fillet/ flare bevel weld all around after the structure has been plumbed. -The certified welder has completed the relocation of the 3/s'' connection plate at the north east side of the structure from there MClO channel to the HSS10x6x¼". -The certified welder completed the welding of the shear clip with a 3/ 16" fillet weld on both sides of the plate per detail 5/S-l. Certified welder is utilizing FCAW welding process with E71T-8 -.072 diameter wire on 210.8 Amps. Performed periodic voltage/amperage and inter-pass temperature checks were performed to ensure the proper performance of the welding equipment. All parameters are in compliance with the manufacturer's specifications. Inter-pass cleaning was observed through chipping and wire brushing. All work inspected complies with the approved construction drawings, and the welds have been visuall y inspected per AWS D1.1 Visual Inspection Acceptance Criteria Table 8.1. This work is currently on going. The Work li]WAS □WAS NOT Inspected in Accordance with the Requirements of the Approved Plans and Specification's. Workwas inspectedperApprovedPlanPage#'s S-1 -S-2 and the general notes on SN1 dated October 19, 2024, DATE TASK REGULAR O.T. 06-11-25 Welding 4 Ebenezer Medina -.L''\ ~ A = Inspector Name: _____________ Signature: ----l-"l.i--wvL~:::==:::::::_ ___ _ ') certification No: ICC #10338020; ACI #02270507; AWS CWI #23070441 ; SD #1549 P.O. Box 2450 Alpine CA 91903 Phone 619-540-0612 Fax 619-445-5889 PHOTOS Subcontractor SS Steel is currently erecting the shade structure for the Legoland gate house Welding shear clip in progress The certified welder completed the welding of the shear clip with a 3/,; fillet weld on both sides of the plate per detail 5/S-1. FCAW welding process with E71T-8 -.072 diameter wire on 210.8 Amps Shear clip with a 3/,; fillet weld on both sides of the plate per detail 5/ S-1 . ¾" A307 bolts as erection aids for all connections where field welds do not apply. P ton Wll!ld Progm.-. n f:SORNO PHOTOS D1ckinson Welding Inspection. inc. 4481 Sunbu~l Ortvc 00romi:i CA 920 P (760) 802-3318 ~,~..,...lder·,.-uanua,I 00,11 S220644-37--0-0 WELDER EQUALIFI RECORD E;OR Sri at r VlSU SPECTION ~-ptAt S 0t 0 Guided T st Result R ----PASS PASS ES Welder qualification for Justin Parigen, ID# CDL Y9277 455. l UP ____ _ A AWS 01.1 PREQUALIFIEO WELDING PROCEDURE SPECIFICATION Welding Process(es) Supporting PQR No.(s) JOINT DESIGN USED FCAW-S NIA Type: FILLET Single 181 Double weld 0 Backing: Yes□ No181 Backing Malerial: fill', Root Opening NIA Root Face Dimension _o __ Groove Angle: ~ Radius (J-lJ) NIA Back Gouging: =xe:SJJ" No 181 -,M7e"cthodc.......,-- BASE METALS Malertal Spec. .:G::cR:::OU=P_.1..:&:.2 ________ _ Type or Grade ALL Thickness: Groo-'-'ve=--Nl~A~-F=i~lle_t__,,31~1~6.~-1~-~112"=-- 0iameter (Pipe} NIA-- FILLER METALS AWSSpeciocation ~A~5=.20~--------AWS Classification E71T -8 Lincoln NR-232 SHIELDING Flux SELF Gas _.Nl""-'A~~=--Composition 100'!!, Electrod&-Flux (Class) NIA Flow Rate -'N"'/A'--'-c-,~- Gas Cup Size NIA PREHEAT Thickness: 1/8" 1D 314· incl. 32" F < 3/4" to 1-1'2" ind. 150' F INTERPASS Min. as noted Max 550' F Identification# Revision Authorized by Type- POSITION NR232 FILLET 1 Date GS Maiiual--o Machine D 01/07n1 By CO Date 1tv06/20 __ _ SemeAutomatic 181 Au1Dmatic D Position of Groove Vertical Progression: NIA Fillet ALL ---Up 181 0own 0 ELECTRICAL CHARACTERISTICS Transfer Mode (GMAW) Short-Circuiting D Globular O Spray 0 Current AC O OCEP O OCEN 181 Pulsed 0 Other Number of Electrodes 1 Tungs18n Electrode (GTAW)-- TECHNIOUE Size: -'-'Nl"'A~--- Type: ~Nl"-A~--- Stringer or Weave Bead .~STR_I_NG~E_R ____ _ Multi-pass or Single Pass (per side) _M~U_L T_I ___ _ Number of Electrodes .~1 =~---- Electrode Spacing: Longitudinal -'-'Nlc,A~---- Lateral -'-'Nlc,A~---- Angle -'-'Nl"-A~---- Contact Tube to Work Distance 314• -1-1/4" Peening -c-'NON==E-:===========-lnlerpass Cleaning: CHIPPING HAMMER, WIRE BRUSH POSTWELD HEAT TREATMENT NONE WELDING PROCEDURE Filer Metals Pass or Weld Layer(s) Process Class Diam. ALL FCAW E71T-8 .068" Current Amps or Type & (Wire Feed polarlty Speed) 195(110) DCEN 225 (130) 250 (150) 270 (170) 23441-V.,Rd -.co1to1 Travel Volts Speed 16-19 7 19-21 8.5 19-21 9 20-22 10 1PM (619) .. _ (619) .. l-2541 -.US Joint Details ..L, __ L True North COMPLIANCE SERVICES November 8, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBC2024-0273 True North No.: 24-018-766 Carlsbad, CA 92008 Plan Review: TI Legoland Address: 1 Legoland Dr Applicant Name: Peter Urbon OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B Occupant Load: 4 Type of Construction: V-B Sprinklers: Yes Stories: I Area of Work (sq. ft.): 216 sq. ft. Applicant Email: urbonarch@gmail.com The plans have been reviewed for coordination with the pe,mit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Notes: NIA Attn: Building & Safety Department, • True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carl sbad: I. 2. 3. Drawings: One (I) copy dated October 19, 2024, by Peter Joseph Urbon. Structural Calculations: One (I) copy dated October 28, 2024, by Rahul Hazra. Climate Action Plan: One ( 1) copy dated October 19, 2024. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. In order to expedite the permitting process, we have made annotations (in red ink) to Page Tl. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Areli Sanchez -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 Urbon Arch Response September 13, 2024 City of Carlsbad Transmittal Letter True North COMPLIANCE SERVICES I==\ >-FIRSTREVIE Community Development Department -Building Division 1635 Faraday Ave. City Permit No: CBC2024-02 True North No.c 24-018-u Carlsbad, CA 92008 Plan Review: Tenant Improvement -Legoland -Guard House, Covered Walkway Address: One Legoland Drive, Carlsbad CA Applicant Name: Peter Urbon -Urbon Architecture Applicant Email: urbonarch@gmail.com True North Compliance Services, Inc. has completed the review of the following documents for the proje referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached I ist. 1. Drawings: Electronic copy dated August 24, 2024, by Urbon Architecture. 2. Structural Calculations: Electronic copy dated August 27, 2024, by HTK Structural Engineers, LLP. Attn: Permit Technician, the scope of work on th~ plans has been reviewed for coordination with the scope o work on the permit application. See below for information if the scope of work on plans differs from the permi application: Valuation: Scope of Work: Floor Area: Notes: NIA Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Areli Sanchez -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Tenant Improvement One Legoland Drive September 13, 2024 Plan Review Comments HARD COPY -RESUBMITTAL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0273 True North No.: 24-018-766 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if appl icable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Denni s Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate whi ch details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. E. If you have any questions regarding the comments below, please contact Areli Sanchez via email arelis@tncservices.com, or telephone (562) 733-8030. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: SprinkJers: Stories: Area of Work (sq. ft.): B see comments below V-B Yes 1 2 16 sq. ft. Tenant Improvement One Legoland Drive September 13, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0273 True North No.: 24-018-766 Page3 ARCID.TECTURAL COMMENTS: Al. A2. A3. A4. AS. Dimension the existing and proposed addition of the guard house to adjacent buildings on site and property line. Additional comments may be generatedAdded partial site plan 2/A 1.0 and also on sht A 1. showing adjacent Building Const Type, Areas and distance to Guard House Addition Per cil policy, specify the roofing material to have a Class A fire classification. adde to Ke notes 7 anci 1 /1 A-5 Prov1 e occuptnt load. Identify the kinction of each room (per CBC Table 1004.5), the area of each room, the occupant load factor of each room (per CBC Table 1004.5), and the total number of occupants in each roomadded Occupants to Floor P lan 1/A-3 Specify tactile egress signage to be installed on the wall adjacent to the latch side of the exit doors mounted 60 inches above the finish floor to the centerline of the sign complying with CBC I IB-703.1, l lB-703.2, l lB-703.3 and l lB-703.5, per CBC IO I 3.4. Show location and details on plansAdded Keynote T /A2.O Add.ed referenc.e to detail 1 /GN 1 Cfanty ti the gate 1s to be rev1eweo under this permit, if so, provide proposed design. Alternatively, specify this item to be deferred. Gate is not part of Work. This is indicated in Demo Plan Keynote19/A-1 .O and New Fir Plan 3O/A-1.1 ACCESSIBILITY COMMENTS: Dl. D2. CBC l lB-202.3 requires that accessibility be provided to the altered spaces. This accessibility shall incl ude the requirements of CBC l lB-202.4, which entails: a primary entrance, a primary path of travel, sanitary facilities serving the area, a drinking fountain, and signs. As there have been previous permits pulled under this project address, please amend the cover sheet to make reference permit no that captures these accessibility features.Restrooms occur in adjacent Admin Buildirig. Restrooms are referenced in upP.er left 9orner of sht A-1.1 showing enlarged plans on 3/GN 1 Prov1ae accessible turnstiles. Persons not able to pass thru the turnstile bypass it as indicated per Keynote 8 sheet A 1.1 and are inspected by Security with hand held metal detectors. MECHANICAL COMMENTS: No comments. ELECTRICAL COMMENTS: E 1. There are (2) E301 sheets. Please revise sheet index and sheet plan ID's. Revised index E2. Sheet E40 I: Revise panel ELPS I A to be specified as new per single line diagram. Revised Panel PLUMBING COMMENTS: Pl. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the buildi ng. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City Policy 84-35Revised Keynote 2 at 1 /A-5 Roof P lan • P2. Plumbing fixture count specifies 1 all gender ADA restroom is provided. No plumbing plans are provided. Is the restroom located elsewhere? Existing or new?Employee Restrooms are existing and occur in an adjacent Ad min Building referenced on sheet A 1.1 GREEN BUILDING COMMENTS: and are on enlarged plan 3/GN1 G l . Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklists (city forms B-50) to be completed by the APPLICANT. Action Plan attached to submittal. Please note Legoland is currently completing the addition of 56,313 sf of Solar Collectors on Site in close proximity of the Guard House Addition Tenant Improvement One Legoland Drive September 13, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0273 True North No.: 24-018-766 Page4 https://www.carlsbadca.gov/home/showpublisheddocument/6878/638225 l 57825900000 a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) The applicant is to fi ll out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required. c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. G2. Specify the proposed permit valuation of the project. Proposed tenant improvement permit valuation over $200,000 shall comply with the mandatory measures of the 2022 California Green Building Code Project is applies. Please address the followi ng: less than $200,000. Green Code Plans have been added to the set, GN3, GN4 and GN5. Sections applicable been noted a) Reproduce the nonresidential occuQ_ancies application checklist onto the plan sh'eets. See GN3, GN4 ~nd GN5 b) Add an additional column to the checl<list to md1cate where the appropriate requirements are noted within the set of plans. See GN3, GN4 and GN5 c) The Code sections relevant to the additions shall only apply to the portions of the bu ilding being added or altered with the scope of the pern1it work. ENERGY COMPLIANCE COMMENTS: No comments. STRUCTURAL COMMENTS: s l. S2. Per city form B64, a soils report is required for additions. Submit a soils r.~ort and incorporate the recomm~datiops of the .reporJ: jnto the d~si.m.,.Plans have been mod1t1ed to conform w/ B64. See t-ounaation Pian ~1 tor adaea (.jrade Beams and Footing Depths and additional reinforcin a) Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plansNot Required due to copliance with B64 exceptions Sheet S-2: Address the following comments: a) Beam 2, 4, 6 on plans is not consistent with structural calculations, please review and revise for coordination. If intent is to provide beam size per plans, revise structural calculations-Revised plans b) Clarify this note: Removed Floating note I I --- If you have any questions regarding the above comments, please contact Areli Sanchez via email arelis@tncservices.com, or telephone (562) 733-8030. Tenant Improvement One Legoland Drive September 13, 2024 [END] City of Carlsbad-FIRST REVIEW City Permit No.: CBC2024-0273 True North No.: 24-018-766 Page 5 STRUCTURAL CALCULATIONS ~HTK PROJECT: LJaOL-ANt? aUARt?HOU5f Updated 10-28-24 DESIGN ASSUMPTIONS: STRUCTURAL ENGINEERS, LLP 14288 Danielson Street • Suite #200 • P<:1Nay, CA 92064-8819 (858) 679-8989 • WWW. HTKSE.COM • Fax (858) 679-8959 CONCRETE STRENGTH AT TWENTY EIGHT DAYS: 2?00 PSI ______ PSI MASONRY: GRADE "N" CONCRETE BLOCK F' M = MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: 5d5 "" 0 ,8?1 WIND FORCE: V"" 96 MPH DESIGN LOADS: ROOF DEAD LOAD ROOFING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL = SLOPING 14 P5f ROOF LIVE LOAD SLOPING FLAT 20P5f FLAT GRADE 40: GRADE 60: #4 AND LESS (U.O.N.) #5 AND LARGER #2 #2 STUD OR BETTER REPORT BY: COC MINIMUM REPORT NO.: __ N_/_A __ FLOOR DEAD LOAD FLOORING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL= INT. FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY SOIL PRESSURE: I ?00 P5f WALL DEAD LOAD EXT. INTERIOR EXTERIOR 10 PSF 16 PSF Mf:f Pl-l?E:CK ROOf t7.l-. -? P5f L-.L-. -20 P5f 50 PSF + 15 PSF PARTITION 60 PSF (U.O.N.) 100 PSF l=I These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. Job No. Designed By 24-149 14288 Danielson Street • CBC2024-0273 1 LEGOLAND DR Alkli.ti!m: LEGOLAND : 216 SF ADDITION TO EXISTING 173 SF GUARDHOUSE/ SECURITY BLDG WORK ALSO INCLUDES NEW 1513 SF ROOF TO A COVERED WALK WAY 2111000900 11/4/2024 CBC2024-0273 Date 10-18-24 PAINTED (COLOR PER ARCHITECT) J" CORRUGATED ROOF DECK VERCO 20 GA PLNJ-32/HSNJ-32 (OR EQ\JIVAI..ENl) W/ PUNCHLOCK 11, J PER SPAN. ASTM "653 SS GRSO MIN. W/ G60 OR G9O GRAY PRIMER. W'MO UES ER-2018, UL AND FM LISTED fr0i ROOF FRAMING PLAN ~ SCALE: 1/4" = 1'-O" 0 FT 4 FT SLOPING CHANNEL/BM PERIMETER TRIM 8 FT C SHEET DESCRIPTION: 8EC1lON8 BlU)Nl a.EVAll REVISIONS: NO. DATE: BY: DE: 6-H-24 PRI RE' CIT COi SW JOB NUMBER: SCALE: DATE: CHECKED BY: DRAWN BY: PROJ. MAW.GER: PROJ. MANAGER #: ~ G) ~-: 0 .,, cu..,., co Nn CU<: STRUC TURAL EN G INEERS, LLP [ Wood Beam UC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) BM1 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: HTK STRUCTURAL ENGINEERS PAGE 2 OF 28 Project File: legoland.ec6 I (c) ENERCALC INC 1983-2022 Material Properties ____________________________ _ Analysis Method : Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination : ASCE 7-16 Fb -900.0 psi Ebend-xx 1,600.0ksi Fe -Prll 1,350.0 psi Eminbend -xx 580.0ksi Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fe -Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Beam is Fully Braced against lateral-torsional buckling D(0.001862) L(0.0266) 2x10 Span = 17.0 ft Density 31 .210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. --------------------------------Beam self weight calculated and added to loading Uniform Load : D = 0.00140, L = 0.020 ksf, Tributary Width = 1.330 ft, (RF LOAD) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual F'b Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections = 0.70~ 1 2x10 637.75psi 900.00psi +D+L 8.500ft Span# 1 0.318 in Ratio= O in Ratio= 0.376 in Ratio = O in Ratio= Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span# where maximum occurs 642>=360 Span: 1 : L Only 0<360 n/a 542>=180 Span: 1 : +D+L 0<180 n/a ---------------Load Combination Max. "-" Defl Location in Span Load Combination = = = = = Design OK 0.147: 1 2x10 26.38 psi 180.00 psi +D+L 0.000ft Span# 1 Max. "+" Defl Location in Span +D+L Span 1 0.3758 8.562 ---0.0000 0.000 Vertical Reactions Support notation : Far left is #1 -------------Lo ad Combination Support 1 Support 2 Max Upward' -,-r-o_m_a-..ll~L-o-ad~Cc-o-nd"'it·i-o_n_s____ 0.267 0.267 Max Upward from Load Combinations 0.267 0.267 Max Upward from Load Cases 0.226 0.226 D Only 0.041 0.041 +D+L 0.267 0.267 +D+O. 750L 0.211 0.211 +0.600 LOnly 0.025 0.025 0.226 0.226 Values in KIPS Project Title: Engineer: Project ID: AflHTK Project Descr: STRU CTURAL E NG INEERS, LLP I Steel Bea..;;- UC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) BM2 CODE REFERENCES HTK STRUCTURAL ENGINEERS Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : Project File: legoland.ec6 (c) ENERCALC INC 1983-2022 50.0 ksi 29,000.0 ksi • • D(0.006875i L(0.02750) • • • D(0 .006875i L(0.02750) • ~ ~ MC10x6.5 f MC10x6.5 ~ S p an = 20.750 It Span = 17.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0050, L = 0.020 ksf, Tributary Width = 1.375 ft Load for Span Number 2 Uniform Load : D = 0.0050, L = 0.020 ksf, Tributary Width = 1.375 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+L +D+L Vertical Reactions ---Load Combination Span 1 2 Max Upward rom all Load ondit1ons Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L +0.60D LOnly 0.127 : 1 MC10x6.5 1.874 k-ft 14.721 k-ft +D+L Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Span# 1 Location of maximum on span Span # where maximum occurs 0.087 in Ratio= 2,867 >=360 -0.003 in Ratio= 72,881 >=360 0.129 in Ratio = 1929 >=180 -0.004 in Ratio = 49034 >=180 Span: 2 : L Only Span: 2 : L Only Span: 2 : +D+L Span: 2 : +D+L Max. "-" Defl Location in Span Load Combination 0.1291 9.213 0.0312 10.676 +D+L Support notation : Far left is #· Support 1 Support 2 Support 3 0.334 0.972 0.237 0.334 0.972 0.237 0.225 0.654 0.160 0.109 0.318 0.078 0.334 0.972 0.237 0.278 0.809 0.197 0.066 0.191 0.047 0.225 0.654 0.160 Design OK 0.019 : 1 MC10x6.5 0.5144 k 27.305 k +D+L 20.750 ft Span# 1 Max. "+" Defl Location in Span 0.0000 -0.0042 Values in KIPS 0.000 1.496 ~HTK Project Title: Engineer: Project ID: Project Descr: S TRUC TURAL E NGINEERS, LLP I Steel Beam UC# : KW-060163~7=2.~B~u~ild~:2=0~.2=2~.1~2.=25~-------~HTK STRUCTURAL ENGINEERS DESCRIPTION: (N) BM2 Steel Section Properties : MC10x6.5 Depth = 10.000 in I xx 22.90 in"4 Web Thick = 0.152 in s xx 4.59 in"3 Flange Width 1.170 in R xx 3.430 in Flange Thick 0.202 in Zx 5.900 in"3 Area 1.950 in"2 I yy 0.133 in"4 Weight 6.500 plf s yy 0.137 in"3 Kdesign 0.563 in R yy 0.262 in Zy 0.284 in"3 rts 0.364 in Ycg 5.000 in Xcg 0.194 in Xp 0.098 in Eo = 0.182 in J Cw ~o Wno Sw Qf Qw Wn2 Sw2 Sw3 Project File: legoland.ec6 (c) ENERCALC INC 1983-2022 0.019 in"4 2.76 in"6 d:~§Q iR = 0.000 in"2 0.000 in"4 0.965 in"3 2.865 in"3 = 1.187 = 0.313 0.000 Project Title: PAGE 5 OF 28 ~HTK Engineer: Project ID: Project Descr: STRUCTURAL ENGINEERS, LLP I Steel Beam UC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) BM3 HTK STRUCTURAL ENGINEERS Project File: legoland.ec6 (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7 -16 Material Properties Analysis Method Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending D (0.0130,0 .030) Lr(0.050,0.120) v • * D(0.0150 ~ Lr({).060) ~ HSS1 Ox6x1 /4 Span = 2 4 .50 ft Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi HSS1 Ox6x1 /4 S pan = 10.50 ft " Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans ... Uniform Load on ALL spans : D = 0.0050, Lr= 0.020 ksf, Tributary Width = 3.0 ft Varying Uniform Load : D= 0.0130->0.030, Lr= 0.050->0.120 k/ft, Extent = 0.0 --» 23.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.247 : 1 Section used for this span HSS10x6x1/4 Mu: Applied 21.863 k-ft Mn * Phi : Allowable 88.500 k-ft Load Combinatitlh20D+1.60Lr+L +1.60H, LL Comb Run (L*) Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Span# 1 0.424 in Ratio= -0.586 in Ratio = 0.554 in Ratio= -0.679 in Ratio= Design OK Maximum Shear Stress Ratio = 0.035 : 1 Section used for this span HSS10x6x1/4 Vu : Applied 4.087 k Vn * Phi : Allowable 117 .025 k Load Combinatf0h20D+1.60Lr+L +1.60H, LL Comb Run (LL) Location of maximum on span 24.500 ft Span# where maximum occurs Span # 1 692 >=360 430 >=360 531 >=180 371 >=180 Span: 2 : Lr Only, LL Comb Run (L*) Span: 2 : Lr Only, LL Comb Run (L *) Span: 2 : +D+Lr+H, LL Comb Run (L*) Span: 2: +D+Lr+H, LL Comb Run (L*) Load Combination +D+Lr+H Span 1 2 Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span 0.5540 12.250 0.0000 0.000 0.0000 12.250 +D+Lr+H -0.6785 10.500 Vertical Reactions Support notation : Far left is#· Values in KIPS ----------------------------------------Lo ad Combination Support 1 Support 2 Support 3 Max pward from all Load Conditions 2.286 3.827 Max Upward from Load Combinations 2.286 3.827 Max Upward from Load Cases 1.646 2.544 Max Downward from all Load Conditions (Resii -0.135 Max Downward from Load Cases (Resisting Ur -0.135 +D+H 0.640 +D+L +H, LL Comb Run (*L) 0.640 +D+L +H, LL Comb Run (L *) 0.640 +D+L+H, LL Comb Run (LL) 0.640 +D+Lr+H, LL Comb Run (*L) 0.505 +D+Lr+H, LL Comb Run (L*) 2.286 +D+Lr+H, LL Comb Run (LL) 2.151 +D+S+H 0.640 +D+0.750Lr+0.750L+H, LL Comb Run (*L) 0.539 1.283 1.283 1.283 1.283 2.048 3.062 3.827 1.283 1.857 PAGE 6 OF 28 ~HTK Project Title: Engineer: Project ID: Project Descr: STRUCTURAL ENGINEERS, LLP I Steel Beam Project File: legoland.ec6 I UC# : KW-06016372, Buildc---:2=0.-._2=2....,_ 1=2.=2s.,,..--------~HT=K.,...S=T=R""'"U=c=T~U=RA~L~E=N~G=1N~E=E=R=s~---------~(c~) ENERCALC INC 1963-2022 DESCRIPTION: (N) BM3 Vertical Reactions Support notation : Far left is#· Values in KIPS Load Combination Support 1 Support 2 Support 3 -+o=+~Q~_=75=o~L-r+~0~.7=s=o~L~+~, ~L-C~o-m~b~R~u-n~L~---1.,..._=87=5~-2.617 ----------------- +D+0.750Lr+0.750L +H, LL Comb Run (LL) 1.774 3.191 +D+0.750L+0.750S+H, LL Comb Run (*L) 0.640 1.283 +D+0. ?SOL +0. 750S+H, LL Comb Run (L *) 0.640 1.283 +D+0.750L +0.750S+H, LL Comb Run (LL) 0.640 1.283 +D+0.60W+H 0.640 1.283 +D+0.750Lr+0.750L +0.450W+H, LL Comb Rur 0.539 1.857 +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur 1.875 2.617 +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur 1.774 3.191 +D+0.750L+0.750S+0.450W+H, LL Comb Run 0.640 1.283 +D+0.750L+0.750S+0.450W+H, LL Comb Run 0.640 1.283 +D+0.750L+0.750S+0.450W+H, LL Comb Run 0.640 1.283 +0.60O+0.60W+0.60H 0.384 0.770 +D+0.70E+0.60H 0.640 1.283 +D+0.750L+0.750S+0.5250E+H, LL Comb Rur 0.640 1.283 +D+0.750L+0.750S+0.5250E+H, LL Comb Rur 0.640 1.283 +D+0.750L+0.750S+0.5250E+H, LL Comb Rur 0.640 1.283 +0.60O+0.?0E+H 0.384 0.770 D Only 0.640 1.283 Lr Only, LL Comb Run (*L) -0.135 0.765 Lr Only, LL Comb Run (L *) 1.646 1. 779 Lr Only, LL Comb Run (LL) 1.51 1 2.544 H Only Steel Section Properties HSS10x6x1/4 Depth 10.000 in Width Wall Thick Area Weight Ycg 6.000 in 0.233 in 7.100 in"2 25.820 plf 5.000 in I xx s xx R xx Zx I yy s yy R yy Zy = = = = 96.90 in"4 J = 96.700 in"4 19.40 in"3 Cw 26.20 in"6 3.690 in 23.600 in"3 44.100 in"4 C 0.000 in"3 14.700 in"3 2.490 in 16.600 in"3 Project Title: Engineer: Project ID: Project Descr: STRUCTURAL ENGINEERS, LLP j Steel Beam UC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) BM4 HTK STRUCTURAL ENGINEERS CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending f • D(0.05250J Lr(0.2 10) £ HSS 1 Qx6x3/16 Span = 20.0 ft Fy : Steel Yield : E: Modulus : • PAGE 7 OF 28 Project File: legoland.ec6 I (c) ENERCALC INC 1983-2022 50.0 ksi 29,000.0 ksi • 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans ... Uniform Load on ALL spans: D = 0.0050, Lr= 0.020 ksf, Tributary Width= 10.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable 0.354: 1 HSS1 0x6x3/16 21.128 k-ft 59.747 k-ft Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn • Phi : Allowable Design OK 0.047: 1 HSS10x6x3/16 4.226 k 89.055 k Load Combination +1.200+1 .60Lr+L +1.60H Load Combination +1.200+1.60Lr+L +1.60H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span# where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr+H Vertical Reactions Load Combination Span 1 Max Upward from all Load-Conditions Max Upward from Load Combinations Max Upward from Load Cases +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+O. 750L +H +D+O. 750L +O. 750S+H +D+0.60W+H +D+O. 750Lr+O. 750L +0.450W+H +D+O. 750L +O. 750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +O. 750S+0.5250E+H +0.600+0. 70E+H D Only Lr Only 0.351 in Ratio = 0.000 in Ratio= 0.472 in Ratio= 0.000 in Ratio = 683 >=360 0 <360 509 >=180 0 <180 Span: 1 : Lr Only Span: 1 : +D+Lr+H Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.4716 10.057 ---------------0~.o~o~o~o 0.000 Support 1 2.821 2.821 2.100 0.721 0.721 2.821 0.721 2.296 0.721 0.721 2.296 0.721 0.433 0.721 0.721 0.433 0.721 2.100 Support notation : Far left is#· Support 2 2.82 2.821 2.100 0.721 0.721 2.821 0.721 2.296 0.721 0.721 2.296 0.721 0.433 0.721 0.721 0.433 0.721 2.100 Values in KIPS STRUCTURAL ENGINEERS, LLP I Steel Beam UC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) BM4 Vertical Reactions Load Combination H Only Project Title: Engineer: Project ID: Project Descr: HTK STRUCTURAL ENGINEERS Support notation : Far left is#· Support 1 Support 2 Steel Section Properties HSS1 0x6x3/16 Depth Width Wall Thick Area Weight Ycg 10.000 in 6.000 in 0.174 in 5.370 in"2 19.630 plf 5.000 in I xx 74.60 in"4 s xx 14.90 in"3 R xx 3.730 in Zx 18.000 in"3 I yy 34.100 in"4 s yy 11.400 in"3 R yy 2.520 in Zy 12.700 in"3 PAGE 8 OF 28 Project File: legoland.ec6 (c) ENERCALC INC 1983-2022 Values in KIPS J 73.800 in"4 Cw 19.90 in"6 C 0.000 in"3 rJ:lHTK Project Title: Engineer: Project ID: Project Descr: PAGE 9 OF 28 STRUCTURAL ENGINEERS, LLP I Steel Beam Project File: legoland.ec6 I '---.-,u"'C'"#-: ;-,KW..-.-.-0"'6""0.,16""3"°72"",·s.--u"'ild,:-;:2"'0,-;.2"'2·.1"2."2"8---------H ... TTOK,S""T"'R"U"C"T"U,rRA...--L,=E,.;N;;.G:;;:IN"E'"E""R"'S,------------(;--c);--;E=N"E'"R-'C.-.A7"'LC INC 1983-2022 DESCRIPTION: (N) BM5 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method i..oad Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi D(0.070) r0.2820) D 0.01250 Lr 0.050 D(0.0530) Lr0.1330) Tpan = 2.501 MC 10x6.5 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans ... Uniform Load on ALL spans : D = 0.0050, Lr = 0.020 ksf, Tributary Width = 2.50 ft Load(s) for Span Number 1 Point Load : D = 0.070, Lr= 0.2820 k@ 0.0 ft Load(s) for Span Number 3 Point Load : D = 0.0530, Lr = 0.1330 k @ 2.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.221 : 1 Maximum Shear Stress Ratio = 0.027 : 1 Section used for this span MC10x6.5 Section used for this span MC10x6.5 Mu : Applied 4.884 k-ft Vu : Applied 1.099 k Mn• Phi : Allowable 22.125 k-ft Vn • Phi : Allowable 41 .040 k Load CombinaMr20D+1.60Lr+L+1.60H, LL Comb Run (*L*) Load Combinati4>r20D+1.60Lr+L+1.60H, LL Comb Run (LL*) Location of maximum on span 2.500 ft Span# where maximum occurs Span# 2 0.274 in Ratio= -0.108 in Ratio = 0.350 in Ratio = Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections -0.135 in Ratio = 876 >=360 553 >=360 686 >=180 444 >=180 Span: 3: Lr Only, LL Comb Run (*L*) Span: 3: Lr Only, LL Comb Run (*L*) Span: 3 : +D+Lr+H, LL Comb Run (*L *) Span: 3 : +D+Lr+H, LL Comb Run (*L *) Load Combination Span 1 2 3 Max. "-" Defl Location in Span Load Combination +D+Lr+H Max. "+" Defl Location in Span 0.0000 0.000 +D+Lr+H 0.3499 10.133 0.0000 10.133 +D+Lr+H Vertical Reactions Support notation : Far left is#· Load Combination .,....--,--,_--Support 1 Max pwar from all oa Conditions Support 2 Support 3 Support 4 1.260 1.071 Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditions (Resi! Max Downward from Load Cases (Resisting Ur +D+H +D+L +H, LL Comb Run (**L) +D+L +H, LL Comb Run (*L *) +D+L +H, LL Comb Run (*LL) 1.260 1.071 0.950 0.782 -0.024 -0.043 -0.024 -0.043 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 -0.1341 0.0000 -0.1353 Values in KIPS 0.000 0.000 2.500 S TRUCTURAL ENGINEERS, LLP [steel Beam LIC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) BM5 Project Tille: Engineer: Project ID: Project Descr: HTK STRUCTURAL ENGINEERS Vertical Reactions Support notation : Far left is#· PAGE 10 OF 28 Project File: legoland.ec6 (c) ENERCALC INC 1983-2022 Values in KIPS ---------------------------------------------Lo ad Combination Support 1 Support 2 Support 3 Support 4 -c-1+D,_.+..,.,.,+,..,....,...,-.--.L'C"o...,m,..,,b-.R,_.u-n-,.-L-=---------·---0.3T0--0.288 ----------------- +D+L+H, LL Comb Run (L*L) +D+L +H, LL Comb Run (LL*) +D+L +H, LL Comb Run (LLL) +D+Lr+H, LL Comb Run (**L) +D+Lr+H, LL Comb Run (*L*) +D+Lr+H, LL Comb Run (*LL) +D+Lr+H, LL Comb Run (L**) +D+Lr+H, LL Comb Run {L*L) +D+Lr+H, LL Comb Run (LL*) +D+Lr+H, LL Comb Run (LLL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run (**L) +D+0.750Lr+0.750L +H, LL Comb Run (*L*) +D+0.750Lr+0.750L+H, LL Comb Run (*LL) +D+0.750Lr+0.750L+H, LL Comb Run {L**) +D+0. 750Lr+0. 750L +H, LL Comb Run (L *L) +D+0.750Lr+0.750L+H, LL Comb Run (LL*) +D+0.750Lr+0.750L+H, LL Comb Run {LLL) +D+0.750L+0.750S+H, LL Comb Run (**L) +D+0.750L +0.750S+H, LL Comb Run (*L*) +D+0. 750L +0. 750S+H, LL Comb Run (*LL) +D+0.750L+0.750S+H, LL Comb Run (L**) +D+0.750L+0.750S+H, LL Comb Run (L*L) +D+0.750L+0.750S+H, LL Comb Run (LL*) +D+0.750L+0.750S+H, LL Comb Run (LLL) +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750Lr+0.750L +0.450W+H, LL Comb Rur +D+0.750L+0.750S+0.450W+H, LL Comb Run +D+0.750L+0.750S+0.450W+H, LL Comb Run +D+0.750L+0.750S+0.450W+H, LL Comb Run +D+0.750L+0.750S+0.450W+H, LL Comb Run +D+0.750L+0.750S+0.450W+H, LL Comb Run +D+0.750L+0.750S+0.450W+H, LL Comb Run +D+0.750L+0.750S+0.450W+H, LL Comb Run +0.60D+0.60W+0.60H +D+0. 70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +0.60D+0.70E+H DOnly Lr Only, LL Comb Run ( .. L) Lr Only, LL Comb Run {*L*) Lr Only, LL Comb Run (*LL) Lr Only, LL Comb Run (L **) Lr Only, LL Comb Run (L*L) Lr Only, LL Comb Run (LL*) Lr Only, LL Comb Run {LLL) H Only 0.310 0.288 0.310 0.288 0.310 0.288 0.285 0.571 0.810 0.788 0.785 1.071 0.760 0.245 0.735 0.528 1.260 0.745 1.235 1.028 0.310 0.288 0.291 0.500 0.685 0.663 0.666 0.875 0.647 0.256 0.629 0.468 1.022 0.631 1.004 0.843 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.291 0.500 0.685 0.663 0.666 0.875 0.647 0.256 0.629 0.468 1.022 0.631 1.004 0.843 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.186 0.173 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.310 0.288 0.186 0.173 0.310 0.288 -0.024 0.282 0.500 0.500 0.476 0.782 0.450 -0.043 0.426 0.239 0.950 0.457 0.926 0.739 ~HTK S TRUC TURAL ENG INEER S, LLP I Steel Beam UC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) BM5 Steel Section Properties : MC1 0x6.5 Depth = 10.000 in Web Thick 0.152 in Flange Width 1.170 in Flange Thick 0.202 in Area 1.950 in"2 Weight 6.500 plf Kdesign 0.563 in rts 0.363 in Veg 5.000 in Xcg 0.194 in Xp 0.098 in Eo 0.182 in I xx s xx R xx Zx I yy s yy Ryy Zy Project Title: Engineer: PAGE 11 OF 28 Project ID: Project Descr: Project File: legoland.ec6 HTK STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 22.90 in"4 J 0.019 in"4 4.59 in"3 Cw 2.76 in"6 3.430 in ~o = tl:~~g iR = 5.900 in"3 0.133 in"4 0.137 in"3 Wno 4.100 in"2 0.262 in Sw 0.346 in"4 0.284 in"3 Qf 1.010 in"3 Qw 2.910 in"3 Wn2 0.000 Sw2 0.313 Sw3 0.158 Project Title: Engineer: Project ID: PAGE 12 OF 28 Project Descr: ST RUC TURAL E N GINEERS, LLP ~I Beam Project File: legoland.ec6 I UC#: KW-06016372, Build:20.22.12.28 HTK STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (N) BM6 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method load Resistance Factor Design Fy : Steel Yield : Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 50.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending HSS10x6x1/4 Span = 26.0 ft Applied Loads Beam self weight calculated and added to loading Loads on all spans ... P<O 420} Lr1 .30) i¼: HSS10x6x1/4 Span= 5.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.0050, Lr = 0.020 k/ft Load(s) for Span Number 1 Point Load : D = 0.70, Lr= 2.10 k @ 14.50 ft, (BM4 REAC) Load(s) for Span Number 2 Point Load : D = 0.420, Lr = 1.30 k @ 5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.350: 1 Section used for this span HSS10x6x1/4 Mu : Applied 30.953 k-ft Mn• Phi : Allowable 88.500 k-ft Load Combinatitm20D+1.60Lr+L+1.60H, LL Comb Run (L•) Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Span# 1 0.214 in Ratio= -0.325 in Ratio = 0.745 in Ratio = -0.409 in Ratio = Design OK Maximum Shear Stress Ratio = Section used for this span Vu: Applied 0.032 : 1 HSS10x6x1/4 3.769 k 117.025 k Vn • Phi : Allowable Load Combinatfoh20D+1.60Lr+L +1.60H, LL Comb Run (LL) Location of maximum on span 26.000 ft Span # where maximum occurs Span# 1 560 >=360 369 >=360 41 9 >=180 294 >=180 Span: 2: Lr Only, LL Comb Run (L•) Span: 2 : Lr Only, LL Comb Run (•L) Span: 2: +D+Lr+H, LL Comb Run (L•) Span: 2 : +D+Lr+H, LL Comb Run (L•) Load Combination +D+Lr+H Span 1 2 Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.7446 13.312 0.0000 0.000 0.0000 13.312 +D+Lr+H -0.4087 5.000 Vertical Reactions Support notation : Far left is#· Values in KIPS ---------c------------,,------------------------Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 1.804 4.552 Max Upward from Load Combinations 1.804 4.552 Max Upward from Load Cases 1.189 3.091 Max Downward from all Load Conditions (Resii -0.260 Max Downward from Load Cases (Resisting U1 -0.260 +D+H 0.615 +D+L +H, LL Comb Run (•L) 0.615 +D+L+H, LL Comb Run (L•) 0.615 +D+L+H, LL Comb Run (LL) 0.615 +D+Lr+H, LL Comb Run (•L) 0.355 1.461 1.461 1.461 1.461 3.120 Project Title: Engineer: Project ID: PAGE 13 OF 28 Project Descr: STRUCTURAL ENGINEERS, LLP I Steel Beam Project File: legoland.ec6 I UC# : KW-06016372, B'u"ild"':2""0".2"'2·_ 1..-2.,C28,.----------cH ... T=K.cS=T=R"""U'""C=T,..,.URA"'"'"'L--,E=N=G=1N.-..E=E=R=s,------------(~c~) ENERCALC INC 1983-2022 DESCRIPTION: (N) BM6 Vertical Reactions Load Combination +D+Lr+H, L Com Run L +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0. 750Lr+0. 750L +H, LL Comb Run (*L) +D+0.750Lr+0.750L+H, LL Comb Run (L *) +D+0.750Lr+0.750L+H, LL Comb Run (LL) +D+0.750L +0. 750S+H, LL Comb Run (*L) +D+0.750L+0.750S+H, LL Comb Run (L*) +D+0.750L +0.750S+H, LL Comb Run (LL) +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750Lr+0.750L+0.450W+H, LL Comb Rur +D+0.750L+0.750S+0.450W+H, LL Comb Run +D+0.750L+0.750S+0.450W+H, LL Comb Run +D+0.750L+0.750S+0.450W+H, LL Comb Run +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +D+0. 750L +0. 750S+0.5250E+H, LL Comb Rur +D+0.750L+0.750S+0.5250E+H, LL Comb Rur +0.60D+0.70E+H DOnly Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) HOnly Support notation : Far left is#· Support 1 Support 2 Support 3 1.804 2.892 1.544 4.552 0.615 1.461 0.420 2.705 1.506 2.534 1.312 3.779 0.615 1.461 0.615 1.461 0.615 1.461 0.615 1.461 0.420 2.705 1.506 2.534 1.312 3.779 0.615 1.461 0.615 1.461 0.615 1.461 0.369 0.876 0.615 1.461 0.615 1.461 0.615 1.461 0.615 1.461 0.369 0.876 0.615 1.461 -0.260 1.660 1.189 1.431 0.929 3.091 Steel Section Properties HSS1 0x6x1/4 Depth Width Wall Thick Area Weight Ycg 10.000 in 6.000 in 0.233 in 7.100 in"2 25.820 plf 5.000 in I xx 96.90 in"4 s xx 19.40 in"3 Rxx 3.690 in Zx 23.600 in"3 I yy 44.100 in"4 s yy 14.700 in"3 R yy 2.490 in Zy 16.600 in"3 J Cw C Values in KIPS 96.700 in"4 26.20 in"6 0.000 in"3 -- -.. il-N3T 2/HSN3T 2 R■■F DEa<S ■ G'RADE 50 STEEL ~ N3 ROOF DECKS • PLN3-32 Deck used with Punch Lok® II System • HSN3-32 Deck used with TSWs or BPs • HSN3-32-NS Deck used with Side-lap Screws • HSN3-32-SS Deck used with Side-lap Screws Nominal Dimensions 3½" 4½" 8" ~ ~i' l' PLN3-32 or HSN3-32 HSN3-32-NS HSN3-32-SS 3' l l ' 32" ' l ' Standard Interlocking Side-lap Nested Side-lap Screw Fastened Side-lap Section Properties Effective Moment of Inertia Effective Section Vertical Deck Base Metal Yield at Service Load Modulus at Web Weight Thickness Strength Id = {218 +19)/3 F = 50 ksi y Shear Deck Wdd t F y Id+ I -d S+ e S-e V/0 Gage (psf) (in.) (ksi) (in4/ft) (in4/ft) (in3/ft) (in3/ft) (lb/ft) 22 2.0 0.0299 50 0.721 0.785 0.353 0.405 2346 20 2.4 0.0359 50 0.890 0.953 0.452 0.509 3829 18 3.1 0.0478 50 1.229 1.273 0.671 0.722 6823 16 3.9 0.0598 50 1.570 1.587 0.883 0.932 9108 Allowable Reactions at Supports Based on Web Crippling, R/0 (lb/ft) Bearing Length of Webs One-Flange Loading Two-Flange Loading Deck End Bearing Interior Bearing End Bearing Interior Bearing Gage 1½" 2" 3" 4" 4" 22 562 617 711 789 1239 120 I 794 870 997 1104 1737 18 1359 1481 1687 1860 2940 I 16 2062 2240 2537 2788 4428 Standard Features • ASTM A653 SS GR50 Min., with G60 or G90, white or gray primer optional • ASTM A1008 SS GR50 Min. with gray primer • Standard lengths -6'-0" to 40'-0" • IAPMO UES ER-2018, UL, and FM Listed • Tables conform to ANSI/SDI RD-201 7 8" 1447 2153 3682 5495 1½" 2" 3 " 4" 4" 537 578 648 706 1448 811 871 971 1055 2065 1520 1623 1797 1943 3573 2453 2609 2871 3092 5455 Optional Features • Inquire regarding cost and lead times for: -Short cuts< 6'-0" -Sheet Lengths > 40'-0" 8" 1707 2596 4547 6883 -Alternative metallic and painted finishes • Web and Fully Perforated Acoustical Versions ;\\ /Ji. PLN3/HSN3 GR50 ASD I OCTOBER 2020 VERCXJ OECKlr«J, l'IC:.. "WI WWW.VERCODECK.COM .NUCOR- -- --. i1-N3T 2/HSN3T 2 R ■■F DEll<S ■ G'RADE 50 STEEL ~ Inward Uniform Allowable Loads, ASD (psf} Deck Span (ft-in.) Gage Spans Criteria 4'-0" 6'-0" 8'-0" 9'-0" 10'-0" 11 '-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" Single Wn/0 440 196 110 87 70 58 49 36 28 22 18 U240 92 65 47 36 27 17 12 8 6 22 Wn/0 445 211 122 97 79 66 55 41 31 25 20 Double U240 30 21 15 Wn/0 531 258 150 120 98 81 69 51 Triple U240 97 73 56 35 Wn/0 564 251 141 111 90 75 63 46 35 28 23 Single U240 114 80 58 44 34 21 14 10 7 ~ Wn/0 587 272 155 123 100 83 70 51 39 31 25 Double U240 37 26 19 Wn/0 711 335 193 153 125 103 87 64 Triple U240 11 8 89 68 43 Wn/0 837 372 209 165 134 111 93 68 52 41 33 Single U240 157 111 81 61 47 29 20 14 10 18 Wn/0 855 391 222 176 143 118 99 73 56 44 36 Double U240 49 34 25 Wn/0 1047 484 276 219 178 147 124 91 Triple U240 216 158 118 91 57 Wn/0 1101 490 275 218 176 146 122 90 69 54 44 Single U240 476 201 141 103 77 60 38 25 18 13 16 Wn/0 1108 505 287 227 185 153 128 95 72 57 46 Double U240 91 61 43 31 Wn/0 1357 626 357 283 230 190 160 118 Triple U240 269 196 148 114 72 Notes: 1.Table does not account for web crippling. Required bearing should be determined based on specific s pan conditions. 2. The symbol "---" indicates that the uniform allowable load based on deflection exceeds the allowable load based on stress. NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided "AS IS". Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it. PLN3/HSN3 GR50 ASD I OCTOBER 2020 "\ /Ir VERCO DECKING, l'C. ~ WWW.VERCODECK.COM .r-1uco~·- 8/2/24, 4:23 PM ATC Hazards by Location PAGE 16 OF 28 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.,, L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: Legoland Dr, Carlsbad, CA 92008, USA 33.1288535, -117.3147358 162 ft 2024-08-02T23:23:34.047Z Seismic ASCE7-16 II D-default Basic Parameters Name Value Description Ss 1.064 MCER ground motion (period=0.2s) S1 0.385 MCER ground motion (period=1 .0s) SMs 1.277 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.851 Numeric seismic design value at 0.2s SA So1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 •Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CR8 0.892 Coefficient of risk (0.2s) CR1 0.905 Coefficient of risk (1.0s) PGA 0.469 MCEG peak ground acceleration Anza-Bc Desi State I DI r -Cleveland .. egg_ N:-:1tinm:1I For~~1 Map data ©2024 G()?_9IE:, INE~,I Report a map error https://hazards.atcouncil.org/#/seismic?lat=33.1288535&Ing=-117.3147358&address=Legoland Dr%2C Carlsbad%2C CA 92008%2C USA 1/2 8/2/24, 4:23 PM FPGA 1.2 PGAM 0.563 TL 8 SsRT 1.064 SsUH 1.193 SsD 1.5 S1RT 0.385 S1UH 0.425 S1D 0.6 PGAd 0.548 * See Section 11.4.8 ATC Hazards by Location Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) PAGE 17 OF 28 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why..,_ Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=33.1288535&Ing=-117.3147358&address=Legoland Dr%2C Carlsbad%2C CA 92008%2C USA 2/2 8/2/24, 4:23 PM ATC Hazards by Location PAGE 18 OF 28 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why~ L\TC Hazards by Location Search Information Address: Coordinates: Legoland Dr, Carlsbad, CA 92008, USA 33.1288535, -117.3147358 , ...... ,.,, ......... -0 0 Temecula Elevation: Timestamp: 162 ft 2024-08-02T23:22:58.781Z Anza,Bc Desi State I Hazard Type: Wind DI Cleveland 0 ~QQ. NA1inMI FnrP~1 Map data ©2024 Go.9gle, INEGI Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year ----------. 79 mph MRI 50-Year -----------------77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year -------... 91 mph Risk Category I ---·---·-·----· 89 mph Risk Category I 100 mph Risk Category II --------96 mph Risk Category II --------110 mph Risk Category Ill -------------102 mph Risk Category Ill-IV 115 mph Risk Category IV -107 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.,_ Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that https://hazards.atcouncil.orgl#lwind?lat=33.1288535&Ing=-117.314 7358&address=Legoland Dr%2C Carlsbad%2C CA 92008%2C USA 112 PAGE 19 OF 28 ·Al7HTK SHEET: ____ _ STRUCTURAL ENGINEERS. LLP www.htkse.com 5 ,·+e,, d'"'1 s : fJ ~is k cc>fo0i:..-y ; JI '§ c,, iv,,,·'--Ocf;'J'l •. D :5c.J : R "' ~_s p_;;;-/,5 ,ft!?/. 0 PROJECT: ~J_v/~-/~i{~Cf __ DESIGNER: _e_-_. s_. --- cc '. fl £:J.s- .JL" 1.2 S"" J; ~ o. 13 1 {, /, 3) (,o i)(vc) ,; ., CJ. //y cJ (_,. =-~.tl9 C2C) , 3 , I rJ ---..!.:_ -Cunt'L {o /e,,.,,1/:5 ; FJ:: 03<-{ {J.)S)LJ f.s == 0.'-{3 tJ / 11f /;c · ,r) = DL-0,,.1 ~~ }.l( f4 t-:J.tpd "" s p;-/ ->-:> yVvc-lls : q,.,: ().OoJ-0, k~ ¼,.t kJ JcuV>- kc.;, /. o )4.,,, ~ ~ Jf kv" /.CJ l<.v· o.Ps- q,i7 = o,oo; S-(, {oSs)(o.ar){C?() -z.{.p,6) -=-lops/ ·~HTK STRUCTURAL ENGINEERS, LLP www.htkse.com PAGE 20 OF 28 SHEET: ____ _ PROJECT: ____ _ DESIGNER: ____ _ -4 SC F 1-1{. { 5u )7.3_;;_) 6/VJ Bui/clizy ,,_; ___ L ___ 7/ p .. q n Ccf) Q-= ()0 V\-: \O' ll,zj 9 (<ov I I I o.~l h I o,s-l ·/ 7 7 J1,10 4=i &/(Jo [Asf A·. c fl = -r-1-I.; (A.sf e>', CN e:.-1/-/.'J.. y 7 7 r-. ? 7•? 77· f : o. ~ s-{ t. ;}. ) { /-:; pd) -= I_!. 3 <1 L->/ iJv(/)-> Js;; (;JG -t 543-+ 'JlO /J-:. 1Y~# Vi,/= Co C l'Jf 1-) = Jr:i O -ii- ~ U) v5 -:: 0% -t '}.70 /; 'C t.fr3-# t {!) '1v-. Go(l~I>-) "' ~ au 6) ✓s" f;i-f!J -I )7° /2 == <.folll-f' (j/ Vv" C.o C /llS/J-) "' '-I Jo 1t- lJ,os1 G.s-v 0-:i-n Cal. ® ~ , I ·• 1-·/.1,, 95s; / >' --/ <21:,,'. 1J8 :ft--/ ta.! /' . ( $(..) '. J_7D-:# (~ / C -='> ✓5 -= J, If> p5f ( I-;?5 f-1 ~) :: C }!; # ~ ktr-c-.} to;J J,,; ~ 17. Y{ p,-{ ( ;;_ J 5 Ni_) =-. 7fcN I # e-i H/1 -ffW>? £,// '1J, '5( r;,,.; : we -tov✓ J_~ -Vu o.wor.f © I :~3N81S30 :133HS ( /f1f r.ft '";{-,((;,rJ; t ('J/}.St1 J t. ·tJ -=1H ll~ 8 £ •,:;-~ (-r.f 'J/,.,s "l )(..s" t I ) Oh~ -= J OJ.I c 11-lf ot = ¥ ((h1)rr·1 1 (CJ/Js·tr )t ·o =1'ri \ If~ ['Jl" ,, (,,('e,/ / 019 ;.1.~r{ JI .5f,l, :=f ; (j) ~ 0~ 1~ W08"8S>fl4'MMM d77 'Sl::133Nl8N3 7\il::lnJ.8nHLS ll.LHLf"/ • 1-11a..-r-1 Hilti PROFIS Engineering 3.1.2 www.hilti.com Company: Address: Phone I Fax: E-mail: Contact: Area Area 2 Deck Type: Support Construction: Joist/ Beam Spacing: Joist/ Beam Thickness: Deck Panel: fu / fy: Panel Type: Panel Width: Steel roof deck Beams 16.00 ft 0.188 in 3" Verco HSN3-32 65 ksi / 50 ksi Nestable 32in Page: Project Number: Project Title: Date: 08/27/2024 Sidelap Connections from Sidelap Connections to Sidelap Connections incr Input data and reaults must be chKked fOf' conformity with tM Histing conditions and for plausibllltyl PROFIS Engineering (C) 2003-202'4 Hitti AG, FL-9494 Schaan Hiltl is• regist.,.ed Trademalt of Hitti AO, Sc.Nan PAGE 22 OF 28 3in 36 in 1 in 1-111..-r'I Hilti PROFIS Engineering 3.1.2 www.hllti.com Company: Address: Phone I Fax: E-mail: Contact: Zone Area 2 -Zone: Required Input Loads Relevant Loads: Diaphragm Shear Q: Net Uplift T (W): Req. Shear Stiffness G' req: Proposed Diaphragm System Page: Project Number: Project Title: Date: Frame Fastener: Hilti X-HSN 24 Deck Thickness: Pattern: Pattern Drawing: Sidelap Connector: S-SLC 02 M HWH Sidelap Connector Sidelap Connector Spacing: Edge Fastener Spacing: Owind: O upliff Ops, Buckling: Proposed System Diaphragm Shear and Stiffness/Flexibility Design Shear: Shear Stiffness G: Design Checks Design Shear Design Uplift Shear Stiffness G 199.19plf 19.15 kip/in = 199.19 plf >= Q = 0.00 plf => OK = 26.25 psf >= T = 17.35 psf => OK = 19.15 kip/in>= G' = 0.00 kip/in=> OK Design OK Design Uplift: Input data and ,..ults must be ctMcked tor conformity with the Histing conditlOM and for ptauslbUltyl PROFIS Eng.,eenng (c) 2003-2024 1--wti AG, FL.Q.494 Schun Hi1ti iii a ~~t-.d Trademart of Hillti AG, SchNn 08/27/2024 PAGE 23 OF 28 Wind 0.00 plf 17.35 psf 0.00 kip/in 20 ga (0.0358 in) 32/3 36in 36 in 2.00 3.00 2.00 26.25 psf Hilti PROFIS Engineering 3.1.2 www.hilti.com Company: Address: Phone I Fax: E-mail: Contact: Area 2 Zone Deck Frame Fastener Frame Gauge Pattern Fastener 1 20 ga 32/3 Hilti X-HSN 24 Zone Page: Project Number: Project ntle: Date: Sidelap Connector Sidelap Connector Spacing S-SLC 02 M HWH Sidelap 36 in O.C. Connector tnput data and rnulta must be che<:k.ct for conformity with the existing conditk>nt and for ptau.lbflltyl PROF IS Engineering (e) 2003-202◄ Hiti AG, Fl.(M94 Sc:haan Hi1ti ii • regiltwed Tradlme,1i; of HiNi AG, Sc::hNn 08/27/2024 Diaphragm shear, Uplift, W Q 199.19 plf 26.25 psf Stiffness, G' 19.15 kip/in Status OK 7J )> G) m I\J ~ 0 "TI I\J co ............. PAGE 25 OF 28 Hilti PROFIS Engineering 3.1.2 www.hilti.com Company: Page: Address: Project Number: Phone I Fax: Project Title: E-mail: Date: 08/27/2024 Contact: References: AISI S100 North American Specification for the Design of Cold-Formed Steel Structural Members AISI S310 North American Standard for the Design of Profiled Steel Diaphragm Panels SDI DDM04 Steel Deck Institute Diaphragm Design Manual Edition 4 ESR-2776 Steel Deck Diaphragms attached with Hilti Powder-Actuated Fasteners and Hilti SLC Sidelap Connectors ESR-3693 Steel Deck Diaphragms attached with S-MD 12-24 x 1 5/8 M HWH5 Frame Fasteners ESR-2197 Steel Deck and Concrete Filled Diaphragms Attached with Hilti Fasteners AISI S100 North American Specification for the Design of Cold-Formed Steel Structural Members Remarks; Your cooperation duties: • Nominal diaphragm shear strength resistance strength is not calculated for local web buckling of the panel over the exterior support. Contact the deck manufacturer to review if this controls the design. • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figu res contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the ca lculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. Input data and tffUtb must bti c:heckitd to, c:onformlty wtth the ulstlng c:ondition• and fo, plau.ibllityl PROFIS Engineen,g (c) 2003-2024 Hill AG, Fl-9494 Sc:hNn Hi1ti 91 a ~eel TradetnaR of HilliAG, Schaan STRUC TURAL EN G INEERS, LLP Steel Column LIC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) WORST CASE COL. Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name : HSS6x6x3/16 Analysis Method : Allowable Strength Project Title: Engineer: Project ID: Project Descr: HTK STRUCTURAL ENGINEERS PAGE 26 OF 28 Project File: legoland.ec6 (c) ENERCALC INC 1983-2022 Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield , A500, Grade C, Fy = 50 ksi, 50.0 ksi Carbon Steel 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= 10.0 ft, K = 2.1 Y-Y (depth) axis: Applied Loads Column self weight included : 145.30 lbs* Dead Load Factor AXIAL LOADS ... RF LOAD: Axial Load at 10.0 ft, D = 2.110, L = 4.540 k BENDING LOADS ... EQ.: Lat. Point Load at 10.0 ft creating Mx-x, E = 0.6130 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa: Axial Pn / Omega : Allowabl, Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va: Applied Vn / Omega : Allowable Load Combination R esults 0.2415 : 1 +D+0.70E 0.0 ft 2.255 k 52.134 k -4.291 k-ft 19.519 k-ft 0.0 k-ft 19.519 k-ft 0.01253 : 1 +D+0.70E 0.0 ft 0.4291 k 34.246 k M2xim!Jm Axi21 + B!lnding ~tress RatiQs Load Combination Stress Ratio Status Location Cbx D Only 0.043 PASS 0.00 ft 1.67 +D+L 0.130 PASS 0.00 ft 1.67 +D+0.750L 0.109 PASS 0.00 ft 1.67 +0.60D 0.026 PASS 0.00 ft 1.67 +D+O.?OE 0.241 PASS 0.00 ft 1.67 +D+O. ?SOL +0.5250E 0.219 PASS 0.00 ft 1.67 +0.60D+0.70E 0.233 PASS 0.00 ft 1.67 Maximum Re actions Axial Reaction X-X Axis Reaction k Load Combination @Base @Base @ Top D Only 2.255 +D+L 6.795 +D+0.750L 5.660 +0.600 1.353 +D+0.70E 2.255 +D+0.750L +0.5250E 5.660 Unbraced Length for buckling ABOUT X-X Axis = 10.0 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.5432 in at for load combination : E Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.6130 k 0.6130 k 10.0ft above base 0.0ft above base M2xim!Jm ~h!li!r R2!iQli! Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location 1.00 106.33 106.33 0.000 PASS 0.00 ft 1.00 106.33 106.33 0.000 PASS 0.00 ft 1.00 106.33 106.33 0.000 PASS 0.00 ft 1.00 106.33 106.33 0.000 PASS 0.00 ft 1.00 106.33 106.33 0.013 PASS 0.00 ft 1.00 106.33 106.33 0.009 PASS 0.00 ft 1.00 106.33 106.33 0.013 PASS 0.00 ft Note· Only non-zero reactions are listed. Y -Y Axis Reaction Mx -End Moments k-ft My -End Moments @Base @ Top @ Base @Top @Base @Top ---0.613 0.613 0.613 0.613 0.429 0.613 -4.291 0.322 0.613 -3.218 Project Title: Engineer: Project ID: Project Descr: STRUCTURAL ENGINEERS, LLP Steel Column UC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) WORST CASE COL. HTK STRUCTURAL ENGINEERS Maximum Reactions Load Combination Axial Reaction @Base X-X Axis Reaction @ Base @ Top +0.60D+0.70E L Only E Only Extreme Reactions Item Axial @Base 1.353 4.540 Axial Reaction Extreme Value @ Base Maximum 6.795 Minimum Reaction, X-X Axis Base Maximum 2.255 Minimum 2.255 Reaction, Y-Y Axis Base Maximum Minimum 2.255 Reaction, X-X Axis Top Maximum 2.255 Minimum 2.255 Reaction, Y-Y Axis Top Maximum 2.255 Minimum Moment, X-X Axis Base Maximum 2.255 Minimum Moment, Y-Y Axis Base Maximum 2.255 Minimum 2.255 Moment, X-X Axis Top Maximum 2.255 Minimum 2.255 Moment, Y-Y Axis Top Maximum 2.255 Minimum 2.255 X-X Axis Reaction @Base @ Top -6.130 Maximum Deflections for Load Combinations Load Combination DOnly +D+L +D+0.750L +0.60D +D+0.70E +D+0.750L +0.5250E +0.60D+0.70E L Only E Only Steel Section Properties Depth Design Thick Width Wall Thick Area Weight Ycg Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS6x6x3/16 6.000 in I xx 0.174 in s xx 6.000 in R xx 0.187 in Zx 3.980 in"2 I yy 14.530 plf s yy Ryy 0.000 in Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft k Y-Y Axis Reaction @Base @Top 0.429 0.613 0.613 0.613 0.613 k Y -Y Axis Reaction @Base @ Top 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 0.613 Max. Y -Y Deflection 22.30 in"4 7.42 in"3 2.370 in 8.630 in"3 22.300 in"4 7.420 in"3 2.370 in 0.000 in 0.000 in 0.000 in 0.000 in 0.380 in 0.285 in 0.380 in 0.000 in 0.538 in PAGE 27 OF 28 Project File: legoland.ec6 (c) ENERCALC INC 1983-2022 Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @Top @ Base @Top -4.291 -6.130 Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top -6.130 -6.130 -6.130 -6.130 -6.130 -6.130 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 10.000 ft 10.000 ft 10.000 ft 0.000 ft 9.933 ft J C 35.000 in"4 11.800 in"3 ~HTK STRUCTURAL ENG INEERS, LLP Steel Column LIC#: KW-06016372, Build:20.22.12.28 DESCRIPTION: (N) WORST CASE COL. Sketches C 6 0 cri +Y Load 1 6.00in Project Title: Engineer: Project ID: PAGE 28 OF 28 Project Descr: Project File: legoland.ec6 HTK STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 ""' +X OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORDID# __________________ 1 PLAN CHECK# _________________ 1 Business Name Legoland Project Address One Legoland Dr Building 202 Mailing Address One Legoland Dr Project Contact Peter Urban Carlsbad Business Contact Eric Deleon City City Carlsbad State CA State CA BP DATE Telephone# Eric.DeLeon@Legoland.com Zi.P. Code APN# l:12008 212-041-05 Zip Code 92008 Plan File# Applicant E-mail Telephone# Urbonarch mail.com 619-379-6713 The following questions represent the facility's activities, NOT the specific project description. n applicant must conlact the Fire Protection Agency with jurisdiction prior to plan submittal. ' Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None ofThese. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives :..P.e1;u,...~~Ll-la.:~:...¥.-~.J...l-1...atµJ~.u..1.-¥!..r!;;W1~~~1U.1.l:lll~~~µ..;;;..;.i,p:r,,µl.l~.i!A!~ie.1,.l=.Ll,;.qtox..ll:l.l1.:41,~.1.,l,l.:.W~: If the answer to any of the qI an Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 1. Is your business listed on the reverse side of this form? (check all that apply). YBES i (for new construction or remodeling projects) 2. Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. D ~ Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 4. 5. 6. 7. 8. □80 I Will your business store or handle carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? D Will your business store pelroleum in tanks or containers at your facility with a tolal facility storage capacity equal to or reater than 1,320 anons? California's Above round Petroleum Stora e Act . 0 CalARP Exempt I Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials ;.;;;~...:;,;.:.,-,,;~:,,,;.,=..."'r=c.x;;e-=-;,-="->-::''-""=,._,_,~~mNc-\TR::-:H!f,:L!--'D":'l;:i<,>T.:.:R,:,:IC=:.T.......,A;:.:P""C,.,D~: Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San o, A 2131 apcdcomp@sdcounty.ca gov ) -2650). [* o stamp required if 01 Yes fil!Q. 03 Yes fill!! 04-06 No]. The following questions are intended to i entity the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except -those v.ith more than one building• on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. rExcludes garages & small outbuildings.] YBE~ i 1. Will the project disturb 160 square feet or more of existing building materials? 2. Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 3. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance 4. D 5. D 6. D Technician? 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. D Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/perm1ts.pdO for typical equipment requiring an APCD permit. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda Briefly describe business activities: ~, Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD .. *A stamp in this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego -DEH -Hazardous Materials Division (_ City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 DeveJ.gp_men rv, PS Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov I INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advanc.e of s·ubmitting for ·a development application (subdivision, dis.cretionary permits and/or -construction permits). The results oHhe questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project-will either be ·subject to 'STANDARD PROJECT' requirements, "PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrentlv PROJECT INFORMATION PROJECT NAME: Legoland Guardhouse Addition APN: ADDRESS: One Legoland Dr, Carlsbad 212-041-05 The project is (check one): 0 New Development 181 Redevelopment The total proposed disturbed area is: 2100 ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: 2100 ft2 ( ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only YES NO Date: Project ID: City Concurrence: □ □ By: E-34 Page 1 of 4 REV 04/23 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building □ ~ or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 6, mark the box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): ,..~ ~ ~ ve~,~~ >'4~~ '\0 A ~~,-r~-r ,~~'4)}."f~ l~ A t~Jt>~ ~.~ ~~~ .s:::oa,~ 1l) ~-~t-,~ ~ If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR ~ □ b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets ouidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ ~ accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ □ If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV 04/23 STEP3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces □ □ collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of □ □ impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a □ □ facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious □ □ surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on anv natural slooe that is twentv-five oercent or areater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a □ □ land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project □ □ site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transoortation of automobiles trucks, motorcycles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally □ □ Sensitive Area (ESA)? ·oischarging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ □ shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ □ RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land □ □ and are expected to generate pollutants post construction? 11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMG □ □ 21.203.040) If you answered "yes· to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question. If you answered "no" to all of the above questions, your project is a 'ST ANDA RD PROJECT'. Go to step 5, complete the trash capture question. .. . . • Environmentally Sensruve Areas include but are not limited to all Clean Water Act Section 303(d) 1mpa1red water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. E-34 Page 3 of 4 REV 04/23 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. □ □ Total proposed newly created or replaced impervious area (8) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEPS TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): YES NO Is the Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General □ □ Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or Public Transoortation Station If you answered "yes•, the 'PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, "My project is subject to TRASH CAPTURE REQUIREMENTS ... " and the second or third box as determined in step 3. If vou answered "no" Go to step 6, check the second or third box as determined in step 3. STEP6 CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION 0 My project Is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). lg] My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36' and incorporate low impact development strategies throughout my project. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A. D My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Peter Urbon Applicant Title: Architect Applicant Signature: j)~ C,/,i,6$~ Date: 8-28-24 E-34 Page 4 of4 REV 04/23 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN -OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Joseph A Weaver Jr ER(S)/OWNER'S AGENT NAME (PRINT) RE ,, 11. .. .J~ ~ E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB ___ _ SW_ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Best Management Practice* (BMP) Description ➔ CASQA Designation ➔ Construction Activity ~ Grodinq/Soil Disturbance I( Trenchinq/Excovotion Stockoilina Drillina /Borina V. Concrete / Asohalt Sowcuttinq I >c. Concrete Flotwork k" Povinq k. Conduit/Pioe Installation Stucco /Mortar Work Waste Disoosol Stoqinq/Lov Down Area Eauioment Maintenance and Fuelinq Hazardous Substance Use/Storoqe Dewoterinq Site Access Across Dirt Other (list): Erosion Control BMPs V) -0 ::::E "C V> o> C Q) ..:! .!: Cc, V) ..c V> 31:: C V) ~ Q) (/) ·5 Q) ~ Q) :::, I... :;:; ::::E 0 O'> 0 X 0 Q) Q) -"C :S -~ 0 0 a. I... 0 0 Q) 0 0 I... (.!) ;:: WO V5 r---CX) O> I I I (.) (.) (.) w w w a. 0 I... f-E Q) 0 u -C 0 C Q) Q) E ..::L. LL u '6 Q) -Q) ..c vi (/) (.) ~ ..,., -<t I I I w w w (/) (/) (/) Sediment Control BMPs "C C 0 E O'> I... I... C Q) Q) ·c.. ·.:::: CD I... Q) 0 V, o> Q) O'> CD 0 31:: C 0 CD (/) ·-O'> oc E 0 Q) -:::, ..c I... Q) :::, "C > Q) Q) u C ..c 0 ~o I... 0 iZ 0 (/)> (/) I/) <O r---CX) I I I I w w w w (/) (/) (/) (/) ~ ~ ~ X )(. ')(.. -~ ~ C 00 C I... 0 0 ---E ~ .... _ 0 0 -I... (/) a. 0 I w (/) b(. )(. K X Tracking Control BMPs N I g: Non-Storm Water Management BMPs C 0 :;:; ~ I... Q) V) C 0 V, (.) Q) u ~:.;:: Q) u -o 0 I... 3: a. ~ I (/) z O'> C '6 C ·.:::: (.!) ..,., r---CX) I I I (/) (/) (/) z z z "C C 0 >, I... -~ Q) 0 :-§ ~ a;~ 0.B ::::E (/) Waste Management and Materials Pollution Control BMPs -C Q) "C E C Q) 0 O'> 0 C Q) 0 V, ::::E ::::> Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Tobie is a list of BMP's with it's corresponding California Stormwoter Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. SHOW THE LOCA T/ONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJECT INFORMATION Site Address: One Legoland Drive, Carlsbad, CA 92008 , 211-220-10, 11, 16 Assessors Parcel Number: --------- Emergency Contact: Nome: Luis Cervantes 24 Hour Phone: 619-21 3-4865 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM O LOW Q) -V, o-3: C Q) a, E -Q) ~ O'> U 0 CC oo U::::E CX) I i Page 1 of 1 REV 02/16 C cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 , www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. NOTE: The fo llowing type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: CBC2024-0273 LEGOLAND GUARD HOUSE A BP No.: Date: 10-19-24 Property Address/APN: ONE LEGOLAND DR,/21 1-220-10, 11 , 16 ApplicantName/Co.: URBON ARCHITECTURE Applicant Address: 2040 HARBOR ISLAND DR . SUITE 102B Contact Phone: 619-379-671 3 Contact Email: URBONARCH @GMAIL.COM Contact information of person completing this checklist (if different than above): Name: PETER URSON Contact Phone: 619-379-6713 Company name/address: URBON ARCHITECTURE ContactEmail: URBONARCH@GMAIL.COM B-50 Page 1 of 7 Revised 12/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown _$_1_9_0_,_0_0_0 ______ _ ICoMtrudiontp I Complat8 Secllon(I) D Residential □ New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU □ Additions and alterations: □ BPV < $60,000 N/A All residential additions and alterations □ BPV ?: $60,000 1A, 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are □ BPV ?: $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are orooosed 28* *Multi-family dwellings only where ?::$1,000,000 BPV AND BPV ?: $1,000,000 affecting ?::75% existing floor area II] Nonresidential and hotels/motels □ New construction 1 B, 28, 38, 48 and 5 !!!!I Alterations: □ BPV ?: $200,000 or additions ?: 18, 5 1,000 square feet □ BPV ?: $1 ,000,000 18, 28, 5 Building alterations of?: 75% existing gross floor area ?: 2,000 sq. ft. new roof addition 28, 5 1 B also applies if BPV ?: $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. I The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The* indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV?: $1,000,000. CAP sections 1 B, 28 and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TOM)*) 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 energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 3 Checldletllm Check the appropna, belles, explain al not~ and exoeplion ll8rns, and prtMde ~ cabllallonl aid docllnanlallon a necaasay. 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. 0 Residential addition or alteration :?: $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. D N/A _________ _ D Exception: Home energy score :?:7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: □ Duct sealing □ Attic insulation □Cool roof D Attic insulation D 1978 and later Select one option: D Lighting package □ Water heating package D Between1978-1991 Select one option: □ Duct sealing □ Attic insulation □ Cool roof D 1992 and later Select one option: □ Lighting package □ Water-heating package B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations:?: $200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix AS. At least one measure from each applicable building component required. 0 N/A --------- AS.2O3.1.1 Choose one: ~ Outdoor lighting □ Restaurant service water heating (Section 140.5 of the CEC) □ Warehouse dock seal doors □ Daylight design PAFs □ Exhaust air heat recovery □ N/A ---------- AS.2O3.1.2.1 Choose one: ~ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (Projects with indoor lighting AND mechanical) □ N/A _______ _ AS.211.1 ** □ On-site renewable energy: El N/A AS.211 .3** D Green power: (If offered by local utility provider, 50% minimum renewable sources) El N/A AS.212.1 □ Elevators and escalators:(Project with more than one elevator or tv.o escalators) El NIA A5.213.1 ~ Steel framing: (Provide details on plans for options 1-4 chosen) 0 N/A. ________ _ * High-rise residential buildings are 4 or more stories. ** For alterations~ $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 2B below) instead. 4 2. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA orSAAA #d.u. Calculated kWdc* Exception sheets if necessary) □ 0 □ □ Total System Size: kWdc 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. B. 0 Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) D Gross Floor Area (GFA)Method GFA: Min.System Size: kWd D If< 1 O,OOOs.f. Enter: 5 kWdc D If~ 1 O,OOOs.f. calculate: 15 kWdc x (GFN10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method C. 0 Annual TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. *All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(9). 5 3. Water Heatin A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: □ Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. 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 Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: D Heat pump water heating system with recirculation loop tank and electric backup. □ Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recover OR: D System meets performance compliance requirements of section 150.1 (d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. D Exception: ______________________________________ _ B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: □ Required: Water heating system derives at least 40% of its energy from one of the following: □ Solar-thermal □ Photovoltaics D Required: High-capacity service water heating system 2. Water heating system is (choose one): 0 Heat pump water heater □ Electric resistance water heater(s) □ Solar water heating system with .40 solar savings fraction 3. Hotel/motel: D Recovered energy □ Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) □ Required: Located in garage or conditioned space Exception: 6 4. Electric Vehicle Charging A D Residential . New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: D One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) D New detached ADU. (no EV space required when no additional parking facilities are added) D New one and two-family residential dwellings and townhouse with attached private garage. D One EV Ready parking space required D Exception: __________ _ D New and major alterations to multi-family and hotel/motel projects: D Exception: _________________ _ Total Parking Spaces Proposed EVSE Spaces EV Caoable (10% of total) I EV Readv (25% of T otall I EV charaers (5% of Total) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit 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 pennit valuation~ $200,000, i nteriorfinishes a re removed and significant site work and upgrades to structural and mechanical, electrical, a nd/orp lumbing systems are proposed. B. D Non-Residential -New construction D Exception : _____________ _ Please refer to Section 18.21 .040 of the CMC when completing this section Total Parl<ing Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional)] EV Space (optional) I l l Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS ~nstalled with EVSE) □ 0-9 1 1 □ 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 □ 101-150 25 6 □ 151-200 35 9 D 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spacesx .25 (rounded up to nearest whole number) EVSE other may be "EV Ready" or "EV Space" 7 5. D Transportation Demand Management (TOM): 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 your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TDM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use Office (all)2 Restaurant Retaib Industrial Manufacturing Warehousing EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 EmpADTI 1000 s.f.1 13 11 4.5 3.5 3 1 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 (JhEdition 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 sampte catculatjons; 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 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad'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. Applicant Signature: /J@A,, ?/1-btJ-H,; Name: PETER URBON 10-19-24 Date: _______________ _ Phone No.: 619-379-6713 8 C Cityof Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: li]YES □ NO Complies with CMC 18.30.060 or 18.21.050 0 Yes D N/A Existing Structure, year built: _1_9_98 ___ _ Prepared Energy Audit? D es [i] No Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOL TAic SYSTEM APPLICABLE: OYES [I] NO 3. 4. s. Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l(c)14 0 Yes ~/A Size of PV system (kWdc): Sizing PV by load calculations D Yes 0 No If by Load Calculations: Total calculated electrical load: 80% of load: Exception Requested Exception Approved D Yes 0 No D Yes O No ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □YES [j]No Complies with CMC sections 18.30.020 18.20.030 and/or 18.30.050? Alternative Source: o Electric o Passive Solar Exception Requested Exception Approved ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: O Yes ~ N/A D Yes O Yes DYES □No □No [j]NO Complies section with CMC 18.21.030? Panel Upgrade? □ Yes 0N/A D Yes O No Required Provided Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved --Oes □Yes TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TDM Report on file with city? Building Permit Finaled Revision Permit Print Date: 10/29/2025 Job Address: 1 LEGOLAND DR, CARLSBAD, CA 92008-4610 Permit No: Status: {cityof Carlsbad PREV2024-0246 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: 2111000900 Track#: Va luation: $0.00 Lot#: Occupancy Group: B #of Dwelling Units: Project#: Plan#: Bedrooms: Construction Type:V-B Bathrooms: Occupant Load: 4 Orig. Plan Check#: CBC2024-0273 Plan Check#: Code Edition: Sprinkled: Yes Project Title: Description: LEGOLAND: ACCESS CONTROL GATE (E-REVIEW) Applicant: BINGHAM CONSTRUCTION COMPANY INC KELLIE SIEVERDING 11440 W BERNARDO CT, # STE 168 SAN DIEGO, CA 92127-1642 (858) 312-6417 FEE Property Owner: LEGOLAND CALIFORNIA LLC PO BOX 543185 DALLAS, TX 75354-3185 (407) 270-1300 FIRE Plan Review (per hr -Regular Office Hours) THIRD PARTY REVIEW -Consultant Cost (BLDG) Total Fees: $472.00 Total Payments To Date: Building Division $472.00 Applied: 12/31/2024 Issued: 01/29/2025 Finaled Close Out: 10/29/2025 Final Inspection: INSPECTOR: Contractor: BACKS CONSTRUCTION JOE WEAVER 1602 FRONT ST SAN DIEGO, CA 92101-2920 (619) 770-4223 Balance Due: AMOUNT $352.00 $120.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov CCityof Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov I by City Staff) Original Plan Check Number C BC202 4-o273 L!P~la;:,:n~Re~v~is!:.:io:;;:,:n..:..:..;:N~u~m.!!;b~e;!..r .l;;;;!;;~~~;;;;;;;;;;;;;~=..;;;;lO~ Project Address One Legoland Drive, Building 202, Carlsbad, CA 92008 General scope of Revision/Deferred Submittal: Access Control Gate -Deferred Submittal CONTACT INFORMATION: Name Kellie Sieverding Phone 760-310-72 12 --------Fax 619-713-2566 Address 1602 Front St. City San Diego Z. CA 'P ---- Email Address ksieverding@backsconstruction.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans D Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown 4. Does this revision, in any way, alter the exterior of the project? 0Yes [2jNo 5. Does this revision add ANY new floo r area(s)? 0Yes [2JNo 6. Does this revision affect any fire related issues? 0Yes [2]No 7. Is this a full set replacement (all sheets)? 25Signature__d{, /4~ 0Yes 0No Date I a. { 3 I / ~ O ~ '1 1635 Faraday Avenue, Carlsbad. CA 92008 fb.: 760-602-27 19 _Eax: 760-602-8558 Email: bu1ld1ng@carlsbadca.gov www.carlsbadca.gov January 13, 2025 City of Carlsbad Community Development Depa1tment -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Revision TI Legoland Address: 1 Legoland Dr Applicant Name: Kellie Sieverding Applicant Email: kseiverding@backsconstruction.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: NIA -GATE Occupant Load: NIA Type of Construction: V-B Sprinklers: NI A Stori es: NIA Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confitmed Floor Area: See Notes Below Notes: NIA Attn: Building & Safety Department, True North COMPLIANCE SERV ICES City of Carlsbad -FINAL REVIEW City Penn it No: PREV2024-0246 True No 1th No.: 25-018-008 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalfofthe City of Carlsbad: I. Drawin gs: One (I) copy dated August 15, 2024. The 2022 Cali fornia Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202 1 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Buildi ng Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. This project is Hourly. Please charge the applicant the fo llowing hours o f plan review. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 Review No. Hourly Rate Hours Total 1st Review $120.00 1 $120 Total $120 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any. questions or ifwe can be of fu rt her assistance. Sincerely, True North Compliance Services Review By: Areli Sanchez -Plan Review Engineer