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Home My WebLink About1 LEGOLAND DR; ; PREV2019-0243; PermitCqty Of PERMIT REPORT Carlsbad Print Date: 04/29/2020 Permit No: PREV2019-0243 Job Address: 1 Legoland Dr Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2111000900 Applied: 11/14/2019 Valuation: $ 0.00 Lot U: Issued: 01/06/2020 Occupancy Group: Project U: EV2018-0163 PermitFinal # Dwelling Units: Construction Type Close Out: 04/29/2020 Bedrooms: Inspector: Bathrooms: Qrig. Plan Check U: PC2018-0050 Final Plan Check U: Inspection: Project Title: PROJECT 2020 Description: LEGOLAND: DEFERRED SAIL AWNINGS FQR'NEW RIDE' AND 'OUTDOOR RIDE' Applicant: Owner: Contractor: WMB-ROI, INC. LEGOLAND CALIFORNIA LLC SWINERTON BUILDERS STEVEN BOYINGTON 110 S Kentucky Ave P0 BOX 543185 /O Prpperty Tax Service Co 260 Townsend St Lakeland, FL 33801-5002 DALLAS, TX 75354 San Francisco, CA 94107-1765 863-687-3573 415-984-1362. FEE . AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE . . $35.00 FIRE Special Equipment (Ovens, Dust, Battery) . $417.00 MANUAL BLDG PLAN CHECK FEE $300.00 Total Fees: $ 752.00 Total Payments To Date: $ 752.00 Balance Due: $0.00 Building Division Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1760-602-8560 fl www.carlsbadca.gov Pagel of 1 PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number t(- O '- i')C) S 0 Plan Revision Number O1'I5 Project Address d4€ /490/6(411 t'-iIt General Scope Scope of Revision/Deferred Sibmittal: (tLSthh,( r,,b" Sal/ arn ,h1 ' CONTACT INFORMA 6 14-2-77-4j1 Fax City ct*4 14W?! Zip_V f'1 Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: L1 Plans D Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown ca4 7 Does this revision, in any way, alter the exterior of the project? IN 'Yes LI No Does this revision add ANY new floor area (s)? LI Yes ,No Does this revision affect any fire related issues? Xyes Ij No Is this a complete s ? LI Yes cSignature Date ////p ZI 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov Name Address / EsGil A SAFEbulittompany DATE: November 26, 2019 JURlSDlCTlONIrla4 PLAN CHECK #.: PC2018-0050 .REV3 SET: I PROJECT ADDRESS: 1 Legoland Dr. fJ APPLICANT URIS. PROJECT NAME: Project 2020 Deferred Sail Awnings PREV2019-0243 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. L1 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: IIc).411C((by: 51Y) Email: . . Mail Telephone Fax In Person LI REMARKS: By: Kurt Culver Enclosures: Previously-approved EsGil plans 11/15/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC2018-0050 REV3 November 26, 2019 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PC2018-0050 REV3 PREPARED BY: Kurt Culver DATE: November 26, 2019 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance J I II . - 1997 UBC Plan Check Fee LWj Type of Review: El Complete Review El Structural Only fl Repetitive Fee Repeats * Based on hourly rate 4- El Other Hourly EsGil Fee d2 Hrs.@* $120.00 F $240.00I.. Comments: Sheet 1 of 1 Page 1 of 24 YUNGMAN I ENGINEERING CALCULATIONS FOR: LEGOLAND I LEGOLAND DR, CARLSBAD, CA 92008 PREPARED FOR: STANFORD SIGN & AWNING by YUNGMAN ENGINEERING DATE—: 09-26-19 .1— 6 he fkaol a o oo so Page 2 of 24 Envelope Only Solution Page 3 of 24 2172.5 Felspar St. Unit B YUNGMAN San Diego, CA 92109 ENGINEERING (858)705-0557 PROJECT: LEGOLANDI LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821 ENGINEER: Mn' CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 ASCE 7-10 Chapter 27 MWFRS- Wind Pressure, Directional Procedure: SHADE SAIL P= qhGCN ASCE eq. 27.4-3 V= 115 mph K 1.0 per sec. 26.8.2 unless unusual landscape Kd= 0.85 per Table 26.6-1 Kz= 0.85 per table 27.3-1 Exp.= C G= 0.85 per sec. 26.9.4 qh= .00256(Kz)(Kzt)(Kd)(VA2) per eq. 27.4-3 = 24.5 psf Mean h= 15 ft 0= 9 degrees avg. WL Case I - Case A, yo deg. (fig. 27.4-4) Cnw= -1 P1= -20.8 psf (uplift) Cnl= -1.5 P2= -31.2 psf (uplift) WL Case 2- Case B, 0 deg. (fig. 27.4-4) Cnw= -1.7 P1= -35.3 psf (uplift) CnI= -0.8 P2= 46.6 psf (uplift) WL Case 3- Case A, y180 deg. (fig. 27.4-4) Cnw= -0.2 P1= -4.2 psf (uplift) Cnl= -1.2 P2= -25.0 psf (uplift) WL Case 4- Case B, y180 deg. (fig. 27.4-4) Cnw= 0.8 P1= 16.6 psf (downward) Cnl= -0.3 P2= -6.2 psf (uplift) Page 4 of 24 2172.5 Felspar St. Unit B YUNGMAN San Diego, CA 92109 I ENGINEERING (858)705-0557 PROJECT: LEGOLANDI LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9126/2019 PROJ. NO.: 1821 ENGINEER: MTV CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 SAIL I ASCE 7-10 Load Combinations: Tributary area= 3.7 ft x 45.75 ft 0.9DL+WL Trib. Area= 170 sf (per Cable) 1.2DL+WL+0.5Lr DL= 94 # (per Cable) 1.2DL+0.5WL+1.6Lr Lr= 852 # (per Cable) WL Case I - Case A, y=0 deg. P1= -20.8 psf (uplift) LC1: -3459 # LC1: -5231 # P2= -31.2 psf (uplift) LC2: -3005 # -4776 # -296 # LC3: -1182 # WL Case 2- Case B,y=odeg. P1= -35.3 psf (uplift) LC1: -5939 # LC1: -2750 # P2= .16.6 - . psf (uplift) LC2: -5485 # -2296 # -1536 # LC3: 59 # WL Case 3- Case A, y=180 deg. P1= -4.2 psf (uplift) LC1: -624 # LC1: -4168 # P2= .-25.0 psf (uplift) LC2: -170 # -3713 # 1121 # LC3: -650 # WL Case 4- Case B, y180 deg. P1= 16.6 psf (downward) LC1: 2919 # -979 # P2= -6.2 psf (uplift) LC2: 3373 # -524 # 2893 # LC3: 944 # Check Steel Cables: SAIL I Cable Size= 0.375 inch dia 4= 0.9 F= 5939 # (max perp. load per cable) Cable Length= 45.75 ft W= 130 #Ift A= 0.11 in a= 22.88 ft Sag Length= 23.36 ft strain= 0.0213 in stress= 640.0 ksi force 70.7 kips Check Cable: S= 4.75 ft fy= 125 ksi Thwa2l(2S) 7.15 kips 4Aç = 12.43 kips ok Fy= 4.30 kips Fx= 5.71 kips Page 5 of 24 Felspar St. Unit B YUNGMAN 2172.5 San Diego, CA 92109 ENGINEERING (858)705-0557 PROJECT: LEGOLAND1 LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821 ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 SAIL 2 ASCE 7-10 Load Combinations: Tributary area= 2.6 ft x 30.7 ft 0.9DL+WL Trib. Area= 80 sf (per Cable) 1.2DL+WL+0.5Lr DL= 44 # (per Cable) 1.2DL+0.5WL+1.6Lr Lr= 399 # (per Cable) WL Case I - Case A, Y=O deg. P1= -20.8 psf (uplift) LC1: -1620 # LCI: -2450 # P2= -31.2 psf (uplift) LC2: -1407 # LC2: -2237 # LC3: -139 # LC3: -553 # WL Case 2- Case B, y0 deg. P1= -35.3 psf (uplift) LC1: -2782 # LC1: -1288 # P2= .16.6 psf (uplift) LC2: -2569 # -1075 # -719 # LC3: 27 # WL Case 3- Case A, y=180 deg. P1= -4.2 psf (uplift) LC1: -292 # LC1: -1952 # P2= -25.0 psf (uplift) LC2: -80 # -1739 # 525 # LC3: -305 # WL Case 4- Case B, y=180 deg. P1= 16.6 psf (downward) LCI: 1367 # -458 # P2= -6.2 - psf (uplift) LC2: 1580 # -246 # 1355 # LC3: 442 # Check Steel Cables: SAIL 2 Cable Size= 0.375 inch dia 4= 0.9 F= 2782 # (max perp. load per cable) Cable Length= 30.7 ft W= 91 #/ft A= 0.11 in 15.35 ft Sag Length= 15.80 ft strain 0.0294 in stress= 882.3 ksi force= 97.4 kips Check Cable: S= 3.75 ft fy= 125 ksi T=wa2l(2S) 2.85 kips = 12.43 kips ok Fy= 0.15 kips Fx 2.84 kips Page 6 of 24 2172.5 Felspar St. Unit B YUNGMAN San Diego, CA 92109 ENGINRING (858)705-0557 PROJECT: LEGOLANDI LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 182.1 ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 SAIL 3 ASCE 7-10 Load Combinations: Tributary area= 1.9 It x 50.2 ft LCI: 0.9DL+WL Trib. Area= 93 sf (per Cable) 1.2DL+WL+0.5Lr DL= 51 # (per Cable) 1.2DL+0.5WL+1.6Lr Lr= 464 # (per Cable) WL Case I - Case A, y=o deg. P1= -20.8 psf (uplift) LCI: -1885 # -2850 # P2= -31.2 psf (uplift) LC2: -1637 # -2603 # -161 # LC3: -644 # WL Case 2- Case B, y0 deg. P1= -35.3 psf (uplift) LC1: -3237 # LCI: -1499 # P2= 46.6 psf (uplift) LC2: -2989 # LC2: -1251 # LC3: -837 # LC3: 32 # WL Case 3- Case A, y180 deg. P1= -4.2 psf (uplift) LCI: -340 # LCI: -2271 # P2= . -25.0 -. psf (uplift) LC2: -93 # LC2: -2024 # LC3: 611 # LC3: -354 # WL Case 4- Case B, y=180 deg. P1= 16.6 . psf (downward) LCI: 1591 # LCI: -533 # P2= -6.2 psf (uplift) LC2: 1838 # LC2: -286 # LC3: 1577 # LC3: 515 # Check Steel Cables: SAIL 3 Cable Size= 0.375 inch dia 4= 0.9 F= 3237 # (max perp. load per cable) Cable Length= 50.2 ft W= 64 #Ift A= 0.11 in a= 25.10 ft Sag Length= 25.39 ft strain= 0.01.14 in stress= 341.9 ksi force= 37.8 kips Check Cable: S= 3.80 ft fy= 125 ksi T=wa2l(2S) 5.34 kips Af = 12.43 kips ok Fy= 5.34 kips Fx 0.19 kips Page 7 of 24 2172.5 Felspar St. Unit B YUNGMAN San Diego, CA 92109 ENGINEERING (858)705-0557 PROJECT: LEGOLANDI LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821 ENGINEER: MTV CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 SAIL 4 ASCE 7-10 Load Combinations: Tributary area= 3.4 ft x 57 ft LCI: 0.9DL+WL Trib. Area= 194 sf (per Cable) 1.2DL+WL+0.5Lr DL= 107 # (per Cable) 1.2DL+0.5W1+1.6Lr Lr= 969 # (per Cable) WL Case I - Case A, yo deg. P1= -20.8 psf (uplift) LCI: -3934 # LCI: -5948 # P2= -31.2 - psf (uplift) LC2: -3417 # LC2: -5432 # LC3: -336 # LC3: -1344 # WL Case 2- Case B, y0 deg. P1= -35.3 psf (uplift) LCI: -6754 # -3128 # P2= -16.6 psf (uplift) LC2: -6238 # -2611 # -1747 # LC3: 67 # WL Case 3- Case A, y=180 deg. P1= -4.2 psf (uplift) LC1: -710 # LCI: -4739 # P2= -25.0 psf (uplift) LC2: -193 # LC2: -4223 # LC3: 1275 # LC3: -739 # WL Case 4- Case B, y=180 deg. P1= 16.6 psf (downward) LCI: 3319 # LCI: -1113 # P2= .-6.2 psf (uplift) LC2: 3836 # LC2: -596 # LC3: 3290 # LC3: 1074 # Check Steel Cables: SAIL 4 Cable Size= 0.375 inch dia 4= 0.9 F= 6754 # (max perp. load per cable) Cable Length= 57 ft 118 #Ift A= 0.11 in' a= 28.50 ft Sag Length= 28.92 ft strain= 0.0147 in stress= 440.2 ksi force= 48.6 kips Check Cable: S= 4.90 ft fy= 125 ksi T=wa2l(2S) 9.82 kips $Af = 12.43 kips ok Fy= 9.34 kips Fx 3.03 kips Page 8 of 24 YUNGMAN 2172.5 Felspar St. Unit B I ENGINEERING San Diego, CA 92109 (858) 705-0557 PROJECT: LEGOLAND1 LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821A . ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 ASCE 7-10 LOAD COMBINATIONS-Pier Footing: POST: P1 Mx= 72.0 k-ft (RISA N1) Vx= 8.1 k (RISA N1) Mz= 11.7 k-ft (RISA NI) Vz= 10.2 k (RISA Ni) Mtot 83.7 k-ft Vtot 18.3 k LRFD Loads ASO Loads M= 83.7 k-ft - Moment at grade M= 50.23 k-ft Moment at grade V= 18.3 k Shear at grade V= 10.98 k Shear at grade Soil Class: 4 w= 1.3 Per IBC 1605.3.2 2.0 ft -.:. . Footing diameter (or diagonal) V= 14272 # Increased Shear at grade S= 350 psflft Diameter-- Depth= PER SOILS REPORT #10075.026 2ft-Oin 15ft-9in (IBC 1807.3.2.1) h= 4.6 It d= 15.7 ft Si= 1400 psf A= 11.93 ft r El 9 Page 9 of 24 Y UNGMAN 2172.5 Felspar St. Unit B ENGINEERING San Diego, CA 92109 (858) 705-0557 PROJECT: LEGOLAND1 LEGOLAND OR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821A ENGINEER: MTV CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 ASCE 7-10 LOAD COMBINATIONS-Pier Footing: POST: P2 Mx= 38.9 k-ft (RISA N5) Vx= 1.0 k (RISA N5) Mz= 11.6 k-ft (RISA N5) Vz= 4.4 k (RISA N5) Mtot 50.5 k-ft Vtot= 5.4 k LRFD Loads ASD Loads M= 50.5 k-ft - Moment at grade M= 30.28 k-ft Moment at grade V= 5.4 k Shear at grade V= 3.244 k Shear at grade Soil Class: 4 . - -. w= 1.3 Per IBC 1605.3.2 b= 2.0 ft ' - :Footing diameter (or diagonal) V= 4217 # Increased Shear at grade S.= 350 psflft Diameter Depth= PER SOILS REPORT #10075.026 2 ft -0 in 9ft-5 in USE 10'-O" DEPTH (IBC 1807.3.2.1) h= 9.3 ft d= 9.4 ft SI= 1095 psf A= 4.505 ft Page 10 of 24 YUNGMAN, I ENGINEERING PROJECT: LEGOLAND1 LEGOLAND DR, CARLSBAD, CA 92008 PROJ. NO.: 1821A CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 2172.5 Felspar St. Unit B San Diego, CA 92109 (858) 705-0557 DATE: 9/26/2019 ENGINEER: MTY LRFD.Loads ASD Loads M= 40.5 - k-ft - Moment at grade M= 24.3 k-ft Moment at grade V= .3.8 k - Shear at grade V= 2.285 k Shear at grade Soil Class: 4 -' :: w= 1.3 Per IBC 1605.3.2 b= 2.0. ft. Footing diameter (or diagonal) V= 2971 # . Increased Shear at grade 350 psflft Diameter-- Depth= PER SOILS REPORT #10075.026 2ft-Oin 8ft-5 in * USE 10'-O" DEPTH (IBC 1807.3.2.1) h= 10.6 ft d= 8.4 ft SI= 982 psf A= 3.54 ft 11 Page 11 of 24 YUNG MAN 2172.5 Felspar St. Unit B I ENGINEERING San Diego, CA 92109 I (858) 705-0557 I PROJECT: LEGOLAND1 LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 I PROJ. NO.: 1821A . ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING I building code: CBC 2016 I ASCE 7-10 LOAD COMBINATIONS-Pier Footing: POST: P7 Mx= 34.3 k-ft (RISA NI 1A) Vx= 4.9 k (RISA NI IA) Mz= 27.2 k-ft (RISA NI 1A) Vz= 4.6 k (RISA NI IA) Mtot 61.6 k-ft Vtot= 9.5 k LRFD Loads ASD Loads M= 61.6 k-ft Moment at grade M= 36.95 k-ft Moment at grade V= 9.5 k Shear at grade V= 5.692 k Shear at grade Soil Class: 4 :.. w= 1.3 Per IBC 1605.3.2 2.0 - ft - - Footing diameter (or diagonal) V= 7399 # Increased Shear at grade (IBC 1807.3.2.1) 5= 350 psf/ft PER SOILS REPORT 919075.026 h= 6.5 ft d= 11.0 ft Diameter= 2 ft -0 in SI= 1287 psf Depth= 11 ft-1 in A= 6.724 ft Page 12 of 24 2172.5 Felspar St. Unit B San Diego, CA 92109 (858) 705-0557 PROJECT: LEGOLANDI LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821A ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 ASCE 7.10 LOAD COMBINATIONS-Pier Footing: POST: P6 Mx= 14.0 k-ft (RISA N12) Vx= 0.7 k (RISA N12) Mz= 10.6 k-ft (RISA N12) Vz= 2.0 k (RISA N12) Mtot= 24.6 k-ft Vtot= 2.7 k LRFD Loads ASD Loads M= 24.6 k-ft Moment at grade M= 14.78 k-ft Moment at grade V= 2.7 k - Shear at grade V= 1.622 k Shear at grade Soil Class: 4 w= 1.3 Per IBC 1605.3.2 2.0 ft Footing diameter (or diagonal) V= 2108 # Increased Shear at grade (IBC 1807.3.2.1) S'= 350 psflft PER SOILS REPORT 910075.026 h= 9.1 ft d= 7.1 ft Diameter= 2 ft -0 in S1= 830 psf Depth= 7 ft -2 in A= 2.971 ft *USE 100 ] YUNG MAN I LNGINLRING Page 13 0f24 9. Y UNGMAN 2172.5 Felspar St. Unit B ENGINEERING San Diego, CA 92109 (858) 705-0557 PROJECT: LEGOLANDI LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821A - ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 ASCE 7-10 LOAD COMBINATIONS-Pier Footing: POST: P4 Mx= 45.3 k-ft (RISA N14) Vx= 5.9 k (RISA N14) Mz= • 17.2 k-ft (RISA N14) Vz= 4.9 k (RISA N14) Mtot 62.5 k-ft Vtot= 10.8 k LRFD Loads ASD Loads M= 62.5 k-ft -. Moment at grade M= 37.49 k-ft Moment at grade V= 10.8 k • - Shear at grade • V= 6.451 k Shear at grade Soil Class: 4 - .J w= 1.3 Per IBC 1605.3.2 b '2.0 ft . Footing diameter (or diagonal) V= 8387 # Increased Shear at grade 5= 350 psf/ft PER SOILS REPORT #10075.026 Diameter= • 2ft-0in Depth= llft-6in (IBC 1807.3.2.1) h= 5.8 It d= 11.4 It SI= 1334 psf A= 7.357 ft Page 14 of 24 Y UNGMAN 2172.5 Felspar St. Unit B ENGINEERING San Diego, CA 92109 (858) 7054557 PROJECT: LEGOLAND1 LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821A ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 ASCE 7-10 LOAD COMBINATIONS-Pier Footing: POST: P5 MX= 21.6 21.6 k-ft (RISA N13) Vx= 5.5 k (RISA N13) Mz= 32.5 k-ft (RISA N13) Vz= 1.0 k (RISA N13) Mtot 54.1 k-ft Vtot 6.5 k LRFD Loads ASD Loads M= 54.1 k-ft - Moment at grade M=' 32.46 k-ft Moment at grade V= 6.5 k - -- Shear at grade V= 3.91 k Shear at grade Soil Class: 4 w= 1.3 Per IBC 1605.3.2 b= 2.0 ft - Footing diameter (or diagonal) V= 5082 # Increased Shear at grade (IBC 1807.3.2.1) S= 350 psf/ft PER SOILS REPORT 010075.026 h= 8.3 ft d= 9.9 ft Diameter= 2 ft -0 in SI= 1153 psf Depth= 9 ft -Il in A= 5.158 ft USE 10'-O" Page 15 of 24 Page 16 of 24 11 Page 17 of 24 4 Page 18 of 24 Page 19of24 Page 20 of 24 11 15 16A IlliA 114 1112 1Q13 Envelope Only Solution Page 21 of 24 Designer : MTY 9:47 AM IIIRISA Job Company : Yungman Engineering Sept 26, 2019 Number : Checked By: !E QIO5IE ModelName (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 37 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in A2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec'2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver I Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RlSAConnection Code AISC 14th(360-10): LRFD Cold Formed Steel Code AISI NAS-01: LRFD Wood Code AF&PA NDS-05/08: ASD Wood Temperature <IOOF Concrete Code ACI 318-05 Masonry Code ACI 530-05: ASD Aluminum Code AAADM1-10: LRFD - Building Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min I Bar Diam. Spacing? No Concrete Rebar Set REBAR SET_ASTMA6I5 Mm % Steel for Column I Max % Steel for Column 8 RISA-3D Version 14.0.0 (115mph)-2\1821A-2.r3dJ Page 1 Page 22 of 24 Company : Yungman Engineering Sept 26, 2019 Rc5A Designer : MTY 9:47 AM Job Number : Checked By: 7EC4IO5tE Model Name : (Global) Model Settings. Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) 0 Add Base Weight? No CtX .8 CtZ .8 TX(sec) .3 TZ(sec) .3 R 3 R 3 Ct Exp. X .8 C Exp. Z .8 Dl .589 DS 1.058 1 .589 TL (sec) .3 Risk Cat III )mZ 1.8 )mX 1.8 RhoZ I thoX 1 Hot Rolled Steel Properties . . Label E Iksfl G rksn Nu The 1.. )ensflcff vietdrksil Rv Fulksil t I . A36 Gr.36 29000 11:154 .3 1 .65 .49 36 - 1.5 1 58 - 1.2 A363 29000 11154 .3 .65 .49 103 _1.1_ 58 1.2 3 A500 Gr.42 29000 11154 .3 .65 .49 42 _1_. 58 1.1 4 A500 Gr.46 29000 _1154 .3 .65 .49 46 _1.2.... 58 1.1 a53GRB 29000 _11154 .3 .65. .49 35 _1.._. 58 1.2 ..... .._ ASTM A513 1 29000 1_11154 .3 .65 .49 72 _1,.L... 45 1.2 j_. ASTM A992 29000 _1 1154 .3 .65 .49 50 _1 _ 58 1.2 - Hot Rolled Steel Section Sets Ighhal Tuna navoinn I i, MnI naoinn Do. A fin1 km finAl I, finAl I finAl .1... P1 PIPE 10.0 Beam I None a53 GR B Tvoical 1 11.5 151 - 151 - 302 2 P2 PIPE 10.0 Beam None a53 GR B Tvoical 11.5 151 151 302 .3 P3 PIPE 12.0 Beam None a53 GR B Typical 1 13.7 262 262 523 _4_. CABLES ROD 1 inch dia Beam None a53 GR B Typical 1 .785 1 1 1 5 P7 . HSS8x8x6 Beam None A500 Gr.46 TvicaI 10.4 100 100 160 6 P6 HSS8x8x6 Beam None A500 Gr.46, TvicaI 1 10.4 1 100 1 100 1 160 .1... P4 HSS8x8x6 Beam None A500 Gr.46 Typical 10.4 100 100 160 8 P5 HSS8x8x6 Beam None A500 Gr.46 TvicaI 10.4 100 100 160 Bask Load Cases I t' no ('Imnn, V t,n*,h,V t.rn,ih.7 f,rn,ih, Ink..$ Dmn - Q.,DIn+AAInII - - - - - RISA-3D Version 14.0.0 [CA ... ... ... \ ... \#Projects1801-19001821\1821 (115mph)-2\1821A-2.r3d] Page 2 Page 23 of 24 £ 0 Company : Yungman Engineering SA Designer : MT' Job Number 7ECQIO G E Model Name Sept 26, 2019 9:47 AM Checked By: Basic Load Cases (Continued) CI I' fl .... V h. C...e • C. .1flI..eAAMII 10 ELF-X ELX .35 11 ELF-Z ELZ .35 12 BLCIT.. None 184 13 BLC4T.. None 552 14 BLC5T.. None 552 15 IBLC6T.. None 1 552 16 IBILC 7 T.. None 1 552 1 17 IBILC3T.. None 1 184 1 Load Combinations C C C DI 1' ,. DI ' 011%C^- DI I' t... DI ' t. DI I' DI ' DI I' r.. N'X'] i1L flflU••••••• sIs] wAll 1•flWIflI1FHfl••••• RISA3D Version 14.0.0 (115mph)-21821A-2.r3d1 Page 3 Envelope Joint Reactions - Joint XIk1 IC 'J.Yki. IC tzlkl IC MXIk-ftl LC Myrk-ftl IC Mzrk.ffl LC .j_ NI !!!C 5.427 111 5.182 111 10.217 1 3.. 72.045 3 6.332 11 9.972 3 min -8.08 . -6.845 .. -1.011 118 -3.612 18 -13.365 .. -11.664 II N5 max .966 15 11.254 II 4.437 11 38.883 9 5.655 . 11.579 5 _.4_. min -.97 5 -14.014 3 -2.273 3 .411 6 -11.853 .9. -8.891 9 _L N6A max 1.858 11 3.79 17 .565 .9. 17.068 9 .236 . 23.433 3 6 mm -3.244 3 -7.134 3 .03 6 -.561 5 -.088 11-11.896 17 .L. N1 1A max 4.887 .. 4.485 11 4.599 . 34.348 3 2.191 11 .12.804 11 8 min -2.632 11 -11.581 13. -1.992 ii -10.272 11 -4.398 .. -27.237 3 ._L N12 max .703 9. 4.823 11 1.998 1 3.. 14.006 3 1.09 3. 10.627 11 10 jp -.705 .5 -5.021 3. -.545 117 -2.137 18 -.618 11-10.153 9 11. N13 max 5.471 .. 5.015 11 1.045 .. 21.608 5 4.857 5 .20.273 11 Ji. jp -3.325 ii -4.133 3 -.237 i -.488 18 -10.539 .9. -32.491 3 Ji N14 max 5.873 3. 4.45 11 4.879 .9. 45.26 9 34.491 .. 12.447 11 ii jjp -4.042 jj -1.744 3 -.387 .. -6.378 5 -16.239 11 -17.224 3 15 Totals: max 6.031 21 37.357 11 20.933 j 16 1 min -4.145 111-50.472.3 1. 0 6 O Company O ORSA Job Designer YE 10 Model Name Page 24 of 24 Yungman Engineering MTY Sept 26, 2019 - 9:47 AM Checked By: Load Combinations (Continued) Q. D Q DI r . - M1 ( c i ( ce,. DI f DI ( ,. Pt ( DI f! . DI t' rft,. DI ( ,. DI ( r - Envelope AISC 14th(360-10): LRFD Steel Code Checks Rarn.k f'k.I. I ..fft1I f' Ck I'I. I ...fft1. Fir I ( .shiDn.. shi*Dn$ nhi&jln ,. f j*Jp1 1... Ml PIPE 10.0 .760 _i. 3 .269 0 -1 3 1346.149 362.25 96.862 - 96.862 .8.. lI-lb ..L. ..ML PIPE 10.0 .630 0 3 .155 0 3 346.149 362.25 96.862 96.862 1.2.. Hl-lb ..L. M3A PIPE 12.0 .352 ...p... 3 .027 0 3 358.115 431.55 140.963 140.963 2.1.. Hl-lb 4 MI4A HSS8x8x6 .797 15 3 .092 0 y... 3 343.237 430.56 101.43 101.43 21.. Fl-lb 5 M15 HSS8x8x6 .243 15 3 .029 0 z 3. 343.237 430.56 101.43 101.43 1.6 ..Hl-16 6 1 M16 I HSS8x8x6 1 .867 1..L131 .456 0 -y_ 3 403.676 430.56 101.43 101.43 2j.. -13-6 _L.. MIT. HSS8x8x6 -.613 Q. .170 0 v 1 3 343.2371430.561 101.43 1.101.43 22. Il-lb RISA-31) Version 14.0.0 (115mph)-2\1821A-2.r3dJ Page 4 Page 1 of 21 YUNGMAN I ENGINEERING CALCULATIONS FOR: LEGOLAND I LEGOLAND DR, CARLSBAD, CA 92008 PREPARED FOR: STANFORD SIGN & AWNING by YUNGMAN ENGINEERING PROJECT #1821B-2 DATE: 09-26-19 Q(9329) Page 2 of 21 Envelope Only Solution Page 3 of 21 Felspar St. Unit B YUNGMAN 2172.5 San Diego, CA 92109 ENGINEERING (858)705.0557 PROJECT: LEGOLAND1 LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821 ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 ASCE 7-10 Chapter 27 MWFRS- Wind Pressure, Directional Procedure: P= qhGCN ASCE eq. 27.4-3 V= 115 mph K 1.0 per sec. 26.8.2 unless unusual landscape Kd= 0.85 per Table 26.6-1 Kz= 0.85 per table 27.3-1 Exp.= C G= 0.85 per sec. 26.9.4 qh= .00256(Kz)(Kzt)(Kd)(VA2) per eq. 27.4-3 24.5 psf Mean h= 11 ft 0 = 6 degrees avg. WL Case I - Case A, 0 deg. (fig. 27.4-4) Cnw= -0.6 P1= -12.5 psf (uplift) Cnl= -1 P2= -20.8 psf (uplift) WL Case 2- Case B, Y=0 deg. (fig. 27.4-4) Cnw= -1.4 P1= -29.1 psf (uplift) CnI= 0 P2= 0.0 psf (uplift) WL Case 3- Case A, y=180 deg. (fig. 27.4-4) Cnw= -0.2 P1= .4.2 psf (uplift) Cnl -1.2 P2= -25.0 psf (uplift) WL Case 4- Case B, y=180 deg. (fig. 27.4-4) Cnw= 0.8 P1= 16.6 psf (downward) Cnl= -0.3 P2= -6.2 psf (uplift) Page 4 of 21 2172.5 Felspar St. Unit B YUNGMAN San Diego, CA 92109 ENGINEERING (858)705-0557 PROJECT: LEGOLAND1 LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821 ENGINEER: MTV CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 SAIL 5 ASCE 7-10 Load Combinations: Tributary area= 2.8 ft x 18.9 ft LCI: 0.9DL+WL Trib. Area= 53 sf (per Cable) 1.2DL+WL+0.5Lr DL= 29 # (per Cable) 1.2DL+0.5WL+1.6Lr Lr= 267 # (per Cable) WL Case 1- Case A,y=odog. P1= -12.5 psf (uplift) LCI: -641 # -1086 # P2= -20.8 psf (uplift) LC2: -498 # -943 # 130 # LC3: -93 # WL Case 2- Case B, y0 deg. P1= -29.1 psf (uplift) LCI: -1530 # LCI: 26 # P2= 0.0 psf (uplift) LC2: -1388 # LC2: 169 # LC3: -315 # LC3: 463 # WL Case 3- Case A, y=180 deg. P1= -4.2 psf (uplift) LC1: -196 # LCI: -1308 # P2= -25.0 psf (uplift) LC2: -53 # LC2: -1165 # LC3: 352 # LC3: -204 # WL Case 4- Case B, y=180 deg. P1= 16.6 psf (downward) LCI: 916 # LCI: -307 # P2= .6.2 psf (uplift) LC2: 1059 # LC2: -165 # LC3: 908 # LC3: 296 # Check Steel Cables: SAIL 5 Cable Size= 0.375 inch dia 1= 0.9 F= 1530 # (max perp. load per cable) Cable Length= 18.9 ft W= 81 #Ift A= 0.11 in a= 9.45 It Sag Length= 9.55 It strain= 0.0109 in stress= 327.4 ksi force= 36.2 kips Check Cable: S= 1.40 ft fy= 125 ksi T=wa2/(2S) 2.58 kips Af, = 12.43 kips ok Page 5 of 21 2172.5 Felspar St. Unit B YUNGMAN San Diego, CA 92109 ENGINEERING (858)705-0557 PROJECT: LEGOLAND1 LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821 ENGINEER: MTV CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 SAIL 6 ASCE 7-10 Load Combinations: Tributary area= 2.1 It x 30.3 ft LCI: 0.9DL+WL Trib. Area= 64 sf (per Cable) 1.2DL+WL+0.5Lr DL= 35 # (per Cable) 1.2DL+0.5WL+1.6Lr Lr= 318 # (per Cable) WL Case I - Case A, Y=0 deg. P1= -12.5 psf (uplift) LC1: -762 # LCI: -1291 # P2= -20.8 psf (uplift) LC2: -593 # LC2: -1122 # LC3: 154 # LC3: -110 # WL Case 2- Case B, =0 deg. P1= -29.1 psf (uplift) LCI: -1821 # LCI: 31 # P2= 0.0 psf (uplift) LC2: -1651 # LC2: 201 # LC3: -375 # LC3: 551 # WL Case 3- Case A, y180 deg. P1= -4.2 psf (uplift) LCI: -233 # LCI: -1556 # P2= -25.0 psf (uplift) LC2: -64 # LC2: -1387 # LC3: 419 # LC3: -243 # WL Case 4- Case B, y180 deg. P1= 16.6 psf (downward) LCI: 1090 # LCI: -365 # P2= -6.2 psf (uplift) LC2: 1259 # LC2: -196 # LC3: 1080 # LC3: 353 # Check Steel Cables: SAIL 6 Cable Size= 0.375 inch dia 4,= 0.9 F= 1821 # (max perp. load per cable) Cable Length= 30.3 ft W= 60 #/ft A= 0.11 in a= 15.15 ft Sag Length= 15.25 It strain= 0.0063 in stress= 188.3 ksi force= 20.8 kips Check Cable: S= 1.70 ft fy= 125 ksi T=wa2l(2S) 4.06 kips $Af = 12.43 kips ok Fy= 2.55 kips Fx= 3.15 kips Page 6of21 Felspar St. Unit B YUNGMAN 2172.5 San Diego, CA 92109 NGINRING (858)705-0557 PROJECT: LEGOLANDI LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821 ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 SAIL 7 ASCE 7-10 Load Combinations: Tributary area= 4.2 ft x 24.3 ft LCI: 0.9DL+WL Trib. Area= 102 Sf (per Cable) 1.2DL+WL+0.5Lr DL= 56 # (per Cable) 1.2DL+0.5WL+1.6Lr Lr= 510 # (per Cable) WL Case 1- Case A, y=0 deg. P1= -12.5 psf (uplift) LCI: -1223 # LCI: -2071 # P2= -20.8 psf (uplift) LC2: -951 # LC2: -1800 # LC3: 247 # LC3: -177 # WL Case 2- Case B, y0 deg. P1= -29.1 psf (uplift) LCI: -2920 # LCI: 51 # P2= 0.0 psf (uplift) LC2: -2648 # LC2: 323 # LC3: -602 # LC3: 884 # WL Case 3- Case A, y180 deg. P1= -4.2 psf (uplift) LCI: -374 # LCI: -2496 # P2= -25.0 psf (uplift) LC2: -102 # LC2: -2224 # LC3: 672 # LC3: -389 # WL Case 4- Case B, y=180 deg. P1= 16.6 psf (downward) LC1: 1748 # LCI: -586 # P2= -6.2 psf (uplift) LC2: 2020 # LC2: -314 # LC3: 1733 # LC3: 566 # Check Steel Cables: SAIL 7 Cable Size= 0.375 inch dia $= 0.9 F= 2920 # (max perp. load per cable) Cable Length= 24.3 ft 120 #/ft A= 0.11 in a= 12.15 ft Sag Length 12.30 ft strain= 0.0122 in stress= 364.6 ksi foróe= 40.3 kips Check Cable: S= 1.90 ft fy= 125 ksi T=wa2l(2S) 4.67 kips 4Aç = 12.43 kips ok Fy= 4.04 kips Fx= 2.33 kips Page 7 of 21 2172.5 Felspar St. Unit B YUNGMAN San Diego, CA 92109 ENGINRING (858)705-0557 PROJECT: LEGOLANDI LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821 ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 SAIL 7 ASCE 7-10 Load Combinations: Tributary area= 4.2 ft x 24.8 ft 0.9DL+WL Trib. Area= 104 sf (per Cable) 1.2DL+WL+0.5Lr DL= 57 # (per Cable) 1.2DL+0.5WL+1.6Lr Lr= 521 # (per Cable) WL Case I - Case A, y=0 deg. P1= -12.5 psf (uplift) LCI: -1248 # LCI: -2114 # P2= -20.8 psf (uplift) LC2: -970 # LC2: -1837 # LC3: 252 # LC3: -181 # WL Case 2- Case B, y0 deg. P1= -29.1 psf (uplift) LC1: -2980 # LC1: 52 # P2= 0.0 psf (uplift) LC2: -2703 # 329 # -614 # LC3: 902 # WL Case 3. Case A, y180 deg. P1= -4.2 psf (uplift) LCI: -382 # LCI: -2547 # P2= -25.0 psf (uplift) LC2: -104 # LC2: -2270 # LC3: 685 # LC3: -397 # WL Case 4- Case B, y=180 deg. P1= 16.6 psf (downward) LCI: 1784 # LCI: -598 # P2= -6.2 psf (uplift) LC2: 2062 # LC2: -321 # LC3: 1768 # LC3: 577 # Check Steel Cables: SAIL 7 Cable Size= 0.375 inch dia = 0.9 F= 2980 # (max perp. load per cable) Cable Length= 24.8 ft W= 120 #Ift A= 0.11 in a= 12.40 ft Sag Length= 12.54 ft strain= 0.0117 in stress= 350.1 ksi force= 38.7 kips Check Cable: S= 1.90 ft fy= 125 ksi T=wa2l(2S) 4.86 kips fAfy = 12.43 kips ok Fy 4.21 kips Fx= 2.43 kips Page 8 of 21 YUNGMAN 2172.5 Felspar St. Unit B I ENCINEERING San Diego, CA 92109 (858) 705-0557 PROJECT: LEGOLAND, 1. LEGOLAND DR, CARLSBAD, CA 92008 DATE: 9/26/2019 PROJ. NO.: 1821A ENGINEER: MTY CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 ASCE 7-10 LOAD COMBINATIONS-Pier Footing: Shade Sail 5 Mx= 2.8 k-ft (RISA N3) Vx= 0.2 k (RISA N3) Mz= 2.5 k-ft (RISA N3) Vz= 0.4 k (RISA N3) Mtot= 5.3 k-ft Vtot= 0.6 k LRFD Loads ASD Loads M= 5.3 k-ft Moment at grade M= 3.199 k-ft Moment at grade V= 0.6 k Shear at grade V= 0.378 k Shear at grade Soil Class: 4 - w= 1.3 Per IBC 1605.3.2 b= 2.0 ft -- Footing diameter (or diagonal) V= 491.4 # Increased Shear at grade (IBC 1807.3.2.1) S'= 350 psf/ft PER SOILS REPORT #10075.026 h= 8.5 ft d= 4.0 ft Diameter= 2 ft -0 in SI= 470 psf Depth= 4ft-1 in A= 1.224 ft * USE MIN. 7'-10" DEPTH Page 9of21 YUNG MAN I ENGINEERING PROJECT: LEGOLAND, I LEGOLAND OR, CARLSBAD, CA 92008 PROJ. NO.: 1821A CLIENT: STANFORD SIGN & AWNING 2172.5 Felspar St. Unit B San Diego, CA 92109 (858) 705-0557 DATE: 9/26/2019 ENGINEER: MTY building code: CBC 2016 - ASCE 7-10 LOAD COMBINATIONS-Pier Footing: Shade Sail 6 Mx= 3.6 k-ft (RISA N13) Vx= 0.6 k (RISA N13) Mz= 2.6 k-ft (RISA N13) Vz= 0.6 k (RISA N13) Mtot 6.2 k-ft Vtot= 1.2 k LRFD Loads ASD Loads M= 6.2 - k-ft Moment at grade M 3.712 k-ft Moment at grade V= 1.2 k - Shear at grade V= 0.737 k Shear at grade Soil Class: 4 - - . w= 1.3 Per IBC 1805.3.2 b= 2.0 ft -Footing diameter (or diagonal) V= 957.8 # Increased Shear at grade (IBC 1807.3.2.1) S.= 350 psflft PER SOILS REPORT 010075.026 h= 5.0 ft d= 4.6 ft Diameter= 2 ft -0 in SI= 536 psf Depth. 4 ft -8 In A= 2.092 ft * USE MIN. 7'-10' DEPTH Page 10 of 21 YUNGMAN. I ENGINEERING PROJECT: LEGOLAND, 1 LEGOLAND DR, CARLSBAD, CA 92008 PROJ. NO.: 1821A CLIENT: STANFORD SIGN & AWNING building code: CBC 2016 2172.5 Felspar St. Unit B San Diego, CA 92109 (858) 705-0557 DATE: 9/26/2019 ENGINEER: MTY ASCE 7-10 LOAD COMBINATIONS-Pier Footing: Shade Sail 7 Mx= 24.6 k-ft (RISA N15) Vx= 0.3 k (RISA N15) Mz= 3.7 k-ft (RISA N15) Vz= 3.4 k (RISA N15) Mtot 28.3 k-ft Vtot 3.7 k LRFD Loads ASD Loads M= 28.3 k-ft - Moment at grade M= 17.01 k-ft Moment at grade V= 3.7 k Shear at grade V= 2.242 k Shear at grade Soil Class: 4 -: w= 1.3 Per IBC 1605.3.2 b= 2.0 It Footing diameter (or diagonal) V= 2914 # Increased Shear at grade (IBC 1807.3.2.1) S'= 350 psf/ft PER SOILS REPORT #10075.026 h= 7.6 ft d= 7.8 ft Diameter= 2 ft -0 in SI= 906 psf Depth= 7 ft -10 in A= 3.762 ft LRFD Loads M= 30.7 k-ft V= 3.3 k Soil Class: 4 2.0 ft Moment at grade Shear at grade Footing diameter (or diagonal) ASD Loads M= 18.4 k-ft Moment at grade V= 1.963 k Shear at grade W= 1.3 Per IBC 1605.3.2 V= 2551 # Increased Shear at grade Page 11 of 21 YUNGMAN I ENGINEERING PROJECT: LEGOLAND, 1 LEGOLAND DR, CARLSBAD, CA 92008 PROJ. NO.: 1821A CLIENT: STANFORD SIGN & AWNING 2172.5 Felspar St. Unit B San Diego, CA 92109 (858) 705-0557 DATE: 9/26/2019 ENGINEER: MTY building code: CBC 2016 -. ASCE 7-10 LOAD COMBINATIONS-Pier Footing: Shade Sail 8 Mx= 17.7 k-ft (RISA N19) Vx= 1.5 k (RISA N19) Mz= 12.9 k-ft (RISA N19) Vz= 1.8 k (RISA N19) Mtot 30.7 k-ft Vtot 3.3 k - I S'= 350 Diameter-- Depth= PER SOILS REPORT #10075.026 2 ft -0 in 7ft-9 in * Use 7'-10" depth (IBC 1807.3.2.1) h= 9.4 ft d= 7.7 ft SI= 900 psf A= 3.317 ft L44k Page 12 of 21 2.58k 2.58k Loads: BLC 4, WL1 Envelope Only Solution Page 13 of 21 4.44k Page 14 of 21 4 2.58k 2.58k Loads: BLC 6, WL3 EnvelopeOnly Solution Page 15 of 21 Page 16 of 21 z x 47 127 T11423 1 14 1125 1J17 119 121 Loads: BLC 4, WLI Envelope Only Solution Page 17 of 21 II Company: Yungman Engineering Sept 26, 2019 IR'SA Designer : MTY 3:05 PM Job Number : Checked By: E Model Name (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calm 37 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in '2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration (ftIsec'2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver I Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RlSAConnection Code AlSC 14th(360-10): LRFD Cold Formed Steel Code AISI NAS-01: LRFD Wood Code AF&PA NDS-05108: ASD Wood Temperature <100F. Concrete Code ACI 318-05 Masonry Code ACl 530-05: ASD Aluminum Code AA ADM1-10: LRFD - Building Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing -Warnings? No Unused Force Warnings? Yes Mini Bar Diam. Spacing? No Concrete Rebar Set REBAR_ SET _ASTMA6I5 Mm % Steel for Column I Max % Steel for Column 8 RlSA-3D Version 14.0.0 [CA ...\...\ ... \ ... \#Projects1801-19001821 1821 (115mph)-21821 B-2.r3d] Page 1 4 Page 18 of 21 Designer : MTY 3:05 PM Company : Yungman Engineering Sept 26, 2019 Job Number : Checked By: EQIO5E* ModelName (Global) Model Settings. Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) 0 Add Base Weight? No CtX .8 CtZ .8 TX(sec) .3 TZ(sec) .3 R 3 R 3 Ct Exp.X .8 C Exp. Z . .8 Dl .589 DS 1.058 1 .589 TL (sec) .3 Risk Cat Ill )mZ . . . 1.8 )mX 1.8 RhoZ I thoX I Hot Rolled Steel Properties 1.. . I &I fkcil ( fI,i1. RI., ThQ,m Al fl,tcih.TfrIf ViI,Ifkei1 RU velfiren P0 I A36Gr.36 29000 11154 .3 .65 .49 36 - ......IL...1 58. 1.2 .2.... A363 29000 11154 .3 .65 .49 103 _1.1 _1 58 _12........ 3 A500 Gr.42 29000 11154 .3 . .65. .49 42 1.3 ._. 1 58 1.1 ...4..... A500 Gr.46 29000 11154 .3 .65 .49 46 2.......1 _1 58 _iL._ 5 a53GRB 29000 .1114... .3 .65 .49 35 _1...... ....... ASTMA513 1 29000 1.j.114... .3 .65 1 .49 1 2 45 _1,2__ ...Z_.1 ASTM A992 I 29000 Ij.114....1 .3 .65 1 .49 1 50 1.5 . 58 1.2 Hot Rolled Steel Section Sets . . ROD 1 inch dia Basic Load Cases . DI 1' f f'..I....n. V 1.,ik.V FI.k,. AIRl..k,t 1W .. - - - -- - I- EII:]!sL1 i.JII RISA-3D Version .14.0.0 . [CA ... ... ... \ ... \#Projects1801-1900\1821\1821 (115mph)-2\1821 B-2.r3d] Page 2 It '4 Page 19 of 21 Company Designer RORRISAJob Number Model Name Yungman Engineering MTY Sept 26, 2019 3:05 PM Checked By: Basic Load Cases (Continued) Load Combinations Descnotion So ... P.. S... BLC Fac...BLC Fac...BLC Fac ... SLC Fac...BLC Fac..BLC Fac..BLC Fac...BLC Fac ... BLC Fac...BLC Fac... 'X]a]__'i'1 IW1flU•••••• 'AL1•flflU••••••• mum ffm RISA-3D Version 14.0.0 [CA ... \...\ ... ...#Projects1801-19O0\18211821 (ll5mph)-2\1821B-2.r3dJ Page 3 Page 20 of 21 OB Company : Yungman Engineering Sept 26, 2019 ORISA Designer : MTY 3:05 PM Job Number : - Checked By: sesvtoeis Model Name : Load Combinations (Continued) fla.rhiIam D Q Rlflvft,. P1 r . DI r ,- P1 rr- 9110"c- Dl r c i r ce.. Dl ( ,. Dl ( ,. Dl t ,. Envelope Joint Reactions i,inf Y rkl it, V Firl I r 7 Firl I t MY Ik..1 I ( MV flt..01 I t' M7 rk..fii I Ift ..1_ NI 01 i 436 1 076 I ll 762 11 437 21 1.53 9 mm -.159 .. -.923 -.021 .. -.381 3 -.001 i -.006 18 _L N3 c -.004 .. .535 17 .171 ii .535 17 .343 . 2.508 9 4 __ mm -.217 11 -.628 3 -.413 3 -2.823 3 -.012 .9. .016 6 _.L N5 c .1 .9. 1.128 11 .138 ii 1.21 11 .334 .. .004 18 min .001 .. .185 -.034 21 -.457 3 -.006 i -1.034 21 7 N7 max .206 11 .914 jj .154 3 -.044 6 .467 .a .027 18 _L. min 0 6. -.202 3. -.205 jj -.608 9 -.008 j. -2.099 3 _L N9 max .244 a 1.077 11 .36 ii 1.95 11 .107 ii .498 11 jQ p -.165 ii -1.582 3 -.519 3 -2.983 3 -.213 .a -.927 3 Nil max .362 .a 1.939 11 .676 3 1.089 3 .157 ii .681 11 iZ. p -.276111 -.685 a -.494 11 -1.076 17 -.287 .a -.863 3 i i N13 c .441 ii 1.02 12 .4 ii 1.988 11 .432 .a 2.556 3 14 jp -.605 . -1.53 a -.623 -3.63 3 -.265 U -1.785 11 jj N15 ?C .292 .a 4.566 11 .31 1$ .886 18 .063 i .222 18 i.. jp -.071 i .062 a -3.44 -24.602 3 -2.12 .a -3.745 5 IL N17 max .715 ii 1.798 11 .196 i .34 18 .013 i -.033 18 p -.084 .a -1.248 a -.945 . -7.162 5 -1.784 21 -5.273 11 1.9 N19 max, .126 18 1.245 17 ..019 • -.085 6 0 .. 12.945 3 20 p -1.45 .a -2.445 3 -1.821 11 -17.724 11 -1.014 .9. -.416 18 21 N21 max -.025 .. 1.244 Ii .958 . 7.169 3 0 .6 14.067 11 22 min -1.55 ii -1.908 a -.273 ii -.915 18 -1.017 ii .104 6 .21. N23 max .529 .1 .642 l .124 i .466 18 .667 ii .533 18. 24 p -.119 ia -2.696 a -1.998 . -18.461 3 .005 . -4.175 3 .25 N25 max .711 ii 1.064 11 -.021 • -.09 6 .773 .9. -.018 6 IL .003 .. -1.064 a -1.532 ii -14.877 Ii -.262 . -8.322 11 27 N27 1.061 11 1.632 II -.01 6 -.04 6 .149 U -.074 6 in Vmax .019 .. -1.634 a -1.378 ii -14.105 11 -.077 -9.335 11 29 Totals: .418 17.314 IJ 0 i min -.733 1 9. 1 -16.019131 -8.589 .1. - Envelope AISC 14th(360-10): LRFD Steel Code Checks IAk Ck f'1 rkI, I I f Ck. (k I ,..rfe1 r1ki, I ( k*D..... .h*Dn+ ..k*RR. F ..ki*M.. - I M151 PIPE 6.0 1 .887 i 3 .154 1 0 - 3 1141.744[ 163.81 27.825 27.825 2.1.. Hl-lb _L. .MII. PIPE 6.0 .753 0 11 .073 0 - 21 133.J 163.8 27.825 27.825 1.5.. Hl-lb 3 M23 I PIPE 6.0 .688 0 3 .054 0 -1 5 1133.005j[ 1638 27.825 27.825 2.11-HI -lb _4_. M24. PIPE 6.0 .617 0 11 .048 0 9 1133.005J 163.81 27.825 27.825 1.7.. Hl-lb 5 M251 PIPE 6.0 .614 0 11 .042 0 - 11 133.j[ 163.8 27.825 27.825 2.1.. Hl-lb ..L.. M18. PIPE 6.0 .510 0 11 .072 0 - II 133.005J 163.8 27.825 27.825 .. 1-lb _L. M16 PIPE 6.0 .324 0 11 .090 0 3 141.4J 163.8 27.825 27.825 .j.. 1b 8 MIO PIPE 6.0 .230 10 3 .027 0 - 3 141.iI 163.8 27.825 27.825 2.1.. Hl-lb .1.. MIt PIPE 6.0 .223 12..131 .035 C) 1- 3 .133.0051 163.8 27.825 27.825 2.1-HI -lb 10 ..ML PIPE 6.0 .142 12 131 .020 0 1- 3 1133.0051 163.8 1 27.825 1 27.825 .1. jb ii jv!2....I PIPE 6.0 .137 A G1.019 0 I- 11 1133.0051 163.8 1 27.825 1 27.825 - •RISA-313 Version 14.0.0 [CA ... \...\ ... ... \#Projects\1801-I 900\1821 kl821 (115mph)-21821 B-2.r3d] Page 4 '-p ri Designer RO - Company - A Job Number Model Name Page 2lof2l : Yungman Engineering' : MTY : - Sept 26, 2019 3:05 PM, Checked By:.............. AISC 14thl'360-10J: LRFD Steel Code Checks (Continued) —Envelope Memb... Shane Code Check Locifti LC Shear Ch..Locfftl Dir LC Dhi*pnc ... Dhi*pnt ..nhi*Mn v-v r..ohrMn z-z Cb an 12 M4 PIPE 6.0 .079 0 9 .024 0 3 141.744 163.8 27.825 27.825 1.6.4H1 -lb 13 M1. PIPE 6.0 .059 0 3 .021 0 3 133.005 163.8 27.825 27.825 1.9.4H1 -lb 14 M3 PIPE 6.0 .054 0 11 .015 0 21 141.744 163.8 27.825 27.825 2.141 -11-lb I RISA-3DVérsion14.0.0 -.LC:\.. ...#Projects1801-1900\1821\1821 (115mph)-21821B-2.r3dJ Page 5 -- \..\... CBC 2016 APN: 211-100-0900 LEGAL: LOT 18, MAP #13408,132.11 ACRES OWNER: LEGOLAND CALIFORNIA LLC ------- 7 ---- 7 ---------- Drawing Date: 10.30.19 Drawiñó By: Stott Mailer - - - PC20I 8-0050 I LEGOLAND DR LEGOLAND: PROJECT 2020 (NEW 3-STORY RIDE BLDG, NEW OUTDOOR RIDE, Ti TO 3 EXISTING BLDGS) DEV2018-0163 2111000900 1/6/2020 __ PC2018-0050 I I INDEX COVER PAGE PAGE 1 SITE PLAN & VICINITY MAP PAGE 2 NEW RIDE STRUCTURAL DRAWING PAGE 3 OUTDOOR RIDE STRUCTURAL DRAWING PAGE 4 FABRIC SPECIFICATIONS PAGE 5 FABRIC COLOR I LAYOUT 10-e r7 P14-&IIC I14E CFrC.4r-1d/V L - E(;O One Legoland Dr, Carlsbad.CA 92008 City of Carlsbad Building Division JAN 0 62020 APPROVED BY: V.C.e- j( L) ISSUED BY: Legoland SHADE CANOPIES One Legoland Or. CarIsbad, CA 92008 PRESEN TED;' Gordon Darnelle E4gn@stanscom This design is the exclusive property of Stanford Sign and Awning & may not be reproduced. In whole or In part, without the written consent of Stanford Sign and Awning. All prlmarg electilcalto eJgn location toheptovWetlbyolhen. AN approval sign NOTE: atures below required pile, to fabrication. STHflFRLJ -- 2556 FAIVRE STREET CHULA VISTA CA 91911 PHONE: (619) 123-62OO FAX: (6191,123-8566 afsiw. Stan sign. corn PROJECT PJAPJI[ JOB LOCATION/ADDRESS PRESENTED BY CUSTOMER APPROVAL SALESPERSON !PPIOUL PRODUCTION 1PPRO'JIU lox Drawing By: Scott molter- E SITE PLAN E L 0 20 40 RAPHIC SCALE _CALE: r 2o * _7'____-_•_4 'I 6-4. 1 6"x6"x3' STEEL PLATE 3/4 SHACKLE CABLE, rfP. AND TURNBUCKLE CABLE. rvp. 7 COLUMN SEE CHART () CANOPY POST ATTACHMENT POST HEIGHT, H COLUMN FOOTING DEPTH, D P1 9'-O' 10.8'x0.340" PIPE 15-9' P2 9'4' 10.8'x0.340' PIPE 1O'-0" P3 22.0' 12.8'x.034r PIPE 10-0' P4 8'-O HSS 8x8x% ir-r PS 15'-O' HSS 8x8x34 io-o' PS 15-0' HSS 8x8x% P7 154' HSS 8X8X' GENERAL NOTES I. DESIGN CODE CBC 201C 2015 DESIGN LOADS: ASCE 7-10 WIND VELOCITY 115 MPH, RISK CATEGORY III. EXPOSURE C SHADE SAIL ROOF LIVE LOADS PSF CONCRETE MIN 2500 PSI 028 DAYS HSS RECTANGULAR STEEL ASTM *500 GRADE B. 46 KSI T. PIPE STEEL ASTM *53 GRADE B. 35 1(51 BOLT STEEL ASTM *307. GRADE A CABLE STEEL ASTM *475 BOLTS AND HARDWARE SHALL BE HOT DIP GALVANIZED PER ASTM A153 STRUCTURAL STEEL BARS, PLATES AND ROLLED SHAPES ASTM *36 SOIL PASSIVE PRESSURE 350 PSF PER SOILS GEOTECHNICAL REPORT #10075.026 DATED SEPT. 14.2018 BY LEIGHTON & ASSOC. INC. SCOPE OF WORK IS LIMITED TO THE DESIGN OF SHADE SAIL POSTS. CABLES AND FOUNDATIONS. SCOPE OF WORK EXCLUDES PERFORMING CAPACITY CHECKS OF CONNECTION TO WALL ELEMENTS, BUILDING STRUCTURE, OR OTHER EXISTING STRUCTURAL ELEMENTS. ALL OF WHICH ARE BY OTHERS ALL FABRICATING TO BE PERFORMED IN AN APPROVED SHOP STRUCTURAL OBSERVATION PER SEC. 1704.615 REQUIRED FOR THIS PROJECT THE OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL-TO PERFORM STRUCTURAL OBSERVATIONS. DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER AND BUILDING OFFICIAL. AT THE CONCULSION OF THE WORK INCLUDED IN THE PERMIT. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE OBSERVERS KNOWLEDGE. HAVE NOT BEEN RESOLVED CONTACT YUNGMAN ENGINEERING IMMEDIATELY IF GROUNDWATER IS DISCOVERED DURING FOOTING EXCAVATION INSTALLERJCONTRACTOR MUST VERIFY EXISTING CONDITIONS ARE ACCURATE WITH YUNGMAN ENGINEERING DRAWINGS BEFORE INSTALLATION. CONTACT YUNGMAN ENGINEERING IMMEDIATELY IF INCONSISTENCIES OR DISCREPANCIES ARE FOUND STRUCTURAL STEEL WELDS SHALL BE IN COMPLIANCE WITH ANSI/AWS 01.1 AND AISC SPECIFICATIONS CHAPTER J. WELDERS SHALL BE CERTIFIED AS REQUIRED BY GOVERNING CODE AUTHORITY. WELDING SHALL BE PERFORMED BY ELECTRIC ARC PROCESS USING LOW-HYDROGEN ELECTRODES WITH Fe,oc'70 KSI MIN WNG MANNGINEERING 2172 FELSPAR ST., urr B SAN DIEGO, CA 92109 (M) mm" PREPARED FOR: STANFORD SIGN & AWNING LEGOLAND I LEGOLAND DR, CARLSBAD, CA 92008 PROJECT NUMBER: 1821A DATE: 08.05-2019 SCALE: NO SCALE DRAWN BY: MTY DESIGNED BY: MTY REVISIONS: NO. DATE L1 08-21-2019 09-05-2019 09-25-2019 SHEET: 2 OF 5 640/4" STEEL PLATE COLUMN PER PLAN 2'-O" DIA. () ELEVATION Legoland SHADE CANOPIES One Legoland Dr. Carlsbad, CA 92008 Gordon Darnelle E-Mak ooidontstansIrm.cor This design Is the exclusive property 01 Stanford Sign and Awning & may not be reproduced, In whole or In part, without the written consent of Stanford Sign and Awning. Allprbea,yei.ctilcaltovigalocatlo. to be provided by olive. NOTE: Al approval algnatores below required prior to labdoation. ----------------------- Drawing Date: 10.30.19 Drawing By: Scott Moller 19457 SHEET: 2 of: 5 'lUNG MAN I ENGINEERING 2172 FELSPAR ST, UNIT B SAN DIEGO. CA W09 B)?CS7 3% SHACKLE 6" AND TURNBUCKL.E 3LE, TYP. CABLE. 6"x6"x3'" STEEL • P SAIL 7 / I I'\ Ike SHADE SAILS PLAN POST HEIGHT. H POST SIZE FOOTING DEPTH, 0 Pi 94 6" Sm. x 0.280" 7"-10" P2 10-0" 6" STD. x 0.280" T.io" P3 104 6" STD. x 0.280" r-io" P4 9'4r 6" S. x 0.280" T-10" 94 6" Sm. x 0280" 7'-10" 10-0" r Sm. x 0.280" 1174O" 6S TD. x 0280" P8 104" 6" STD. x 0.280" 139 90 6" BID. x 0280" 7'-110" pio w-o" 6` STD. x 0.280" r-io" P11 117-0" 6" STD. x 0280" P12 9'4O" 6" Sm. x 0280" 7'-1O" P13 10'-O" 6" BID. x 0.280" r-io" 10-0" 0" Sm. It 0.280 r-io" 6. PIPE STEEL ASTM *53 GRADE B. 35 KSi 1. BOLT STEEL ASTM *307, GRADE A S. CABLE STEEL ASTM *475 BOLTS AND HARDWARE SHALL BE HOT DIP GALVANIZED PER ASTM A153 STRUCTURAL STEEL BARS. PLATES AND ROLLED SHAPES ASTM A36 SOIL PASSIVE PRESSURE 350 PEP PER SOILS GEOTECHNICAL REPORT 010075.026 DATED SEPT. 14.2018 BY LEIGNION a ASSOC. INC SCOPE OF WORK IS LIMITED TO THE DESIGN OF SHADE SAIL POSTS. CABLES AND FOUNDATIONS. SCOPE OF WORK EXCLUDES PERFORMING CAPACITY CHECKS OF CONNECTION TO WALL ELEMENTS. BUILDING STRUCTURE, OR OTHER EXISTING STRUCTURAL ELEMENTS. ALL OF WHICH ARE BY OTHERS ALL FABRICATING TO BE PERFORMED IN AN APPROVED SHOP STRUCTURAL OBSERVATION PER SEC. 1704.6 IS REQUIRED FOR THIS PROJECT THE OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS. DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER AND BUILDING OFFICIAL. AT THE CONCULSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE OBSERVERS KNOWLEDGE. HAVE NOT BEEN RESOLVED CONTACT YUNGMAN ENGINEERING IMMEDIATELY IF GROUNDWATER IS DISCOVERED DURING FOOTING EXCAVATION INSTALLERICONTRACTOR MUST VERIFY EXISTING CONDITIONS ARE ACCURATE WITH YUNGMAN ENGINEERING DRAWINGS BEFORE INSTALLATION. CONTACT YUNGMAN ENGINEERING IMMEDIATELY IF INCONSISTENCIES OR DISCREPANCIES ARE FOUND STRUCTURAL STEEL WELDS SHALL BE IN COMPLIANCE WITH ANSI!AWS 01.1 AND AISC SPECIFICATIONS CHAPTER J. WELDERS SHALL BE CERTIFIED AS REQUIRED BY GOVERNING CODE AUTHORITY. WELDING SHALL BE PERFORMED BY ELECTRIC ARC PROCESS USING LOW-HYDROGEN ELECTRODES WITH Fe70 KSI MIN PREPARED FOR: STANFORD SIGN & AWNING PROJECT NA M E egoland LEGOLAND 1 LEGOLAND OR, LSHADE CANOPIES CA 92008 ____________CARLSBAD, l Cliii IiiIII:15.1 One Legoland Dr. Carlsbad, CA 92008 PROJECT NU NUMBER 1821B DATE: 08.05-2019 Gordon Darnelle SCALE: NO SCALE E-Mai gordon@stansign.com This design Is the exclusive property a Stanford Sign AwnIng a and DRAWN BY: MTY DESIGNED BY: MTY may not be reproduced, in whole or In part, anfor without the written d Sign and Awning. consent of St REVISIONS: NO. DATE All pflmaiy slectilcalto sign location to he p.o vided by otRe,,, NOTE: AN approval signatures below required prior to fabrIcation. 0925-2019 ui.1liIAIIr!yjlIvII ----------------------- Drawing Date: 10.30.19 Drawing By: Scott Moller F 19457 SHEET: 30F5 SHEET: 3 of:5 COLUMN PER PLAN () CANOPY POST ATTACHMENT T 7r (,) ELEVATION GENERAL NOTES DESIGN CODE: CBC 2016IC 2015 DESIGN LOADS: ASIDE 7-10 WWIO VELOCITY 115 MPH. RISK CATEGORY M. EXPOSURE C SHADE SAL ROOF LIVE LOADS PSP 5 CONCRETE MIN 2500 PSI C28 DAYS PERMIT POLYTEX FABRIC SPECS Raw Material: HIgh-density polyethylene (HOPE) shade fabric Brukkig Force: Warp: 134 Ibf AS 2001.23.1.2001 Weft:454 M. Bckkg Extension: i warpjml% AS 2001.2.3.1.2001 Weft: 56.% Tear Resistance: Warp: 24 lbf AS 2001.2.10.1986 Weft 42Ibt Bursting Force (Steel Ball): Men 312 lbf AS 2001.2194988 W.lght: - 7oL per squIyard - lollsSlze: 12.S feet (wldth)xioO feet (ength) Center folded Ffrs codes: ASTM £84 Class A NFPA 7012004 TWITCHELL FABRIC SPECS :tPIuM. * .• q,pkal -. 0fl517 3&OO.S 3020S D3fl6 4*S SabbtIdà OS3* 42Wi.1 3UX 173.4 _______ - - ------- -----_. --------- - O351I - 21851993 -tA1$ T&zstclottvaazod*iI14N 0111719 5&412t5 412111 05-11 12.1 its MtdRests1aa l.13 --= ------t,,. PAM --- I flndsm oim-is tO2E!Oh Th lTea r da2a*omse t Legoland SHADE CANOPIES One Legoland Dr. Carlsbad, CA 92008 Gordon Darnefle E-Maf gofdon@stanslgn.com This design Is the exclusive property ol Stanford Sign and Awning & In not be repmduced,in whole or In part without the wtttt n consent of Stanford Sign and Awning. All pilinary eleafrical to sign location to be pm vided by aiharo. !OTE: AU appreval signatures below required prior to fabrication. ----------------------- Drawing Date: 10.30.19 Drawing By: Scott Moller 19457 SHEET: 4 of: 5 PERMIT OUTDOOR RIDE POLES PAINTED RAL 9010 "PURE WHITE" PLAN Legoland SHADE CANOPIES.• One Legoland Dr. Carlsbad, CA 92008 GàrdoflDarnelle E-Mai jldon@shonfwl.com This design is the exclusive property of Stanford Sign and Awning & may not be reproduced, in whole or in part, without the written consent of Stanford Sign and Awning. .411 prlmaty elacfrlcalto sign location tobeprolCdbothei& NOTE: AU approval signatures below required prior MCI ----------------------- ----------------------- VmMuffim ------------------ Drawing Date: 10.30.19 Drawing By: Scott Metier 19457 SHEET- 5 of: 5 PERMIT 0~7 2.556 FRE STREET VI A CA 9 11 1 1P--QQ2E,j1 94232OO 161B)42385E6 w_w a t a co m FLAME RETARDANT PROCESS USED WILL NOT BE REMOVED BY WASHING AND IS EFFECTIVE FOR THE LIFE OF THE FABRIC .rmIfb" USA ...........- ........................... ..... ...... October 2O19 n L] CERTIFICATE OF FLAME RESISTANCE ISSUED BY: POLVFAB USA LLC Is to certify that Polytex® and/Or Comtex(ê) fabric purchased from an authorized dstiibutôr is inherently flame retardant and has passed the testing requirements of N'FPA 701 (2010) '0 W-1 n -20 LegoIad SHADE CANOPIES One Legoland Dr. Carlsbad, CA 92008 Gordon Darnelle E-Mail: gordon@stansign.com This design is the exclusive property 01 Stanford Sign and Awning & may not be reproduced, in whole or In part, without the wiltten consent of Stanford Sign and Awning. All primary electricalto sign location to Pr a, NOTE: All approvat signatures below required prior to fabrication. ----------------------- Drawing Date: 10.30.19 Drawing By: Scott Molter Lco2&'s I ., J 19457 SHEET: 6 of: 7 I 7 . ....-. -- .. .... PERMIT The Or*anIztIon Iiic. 56D Ai1 oup,anl FwinindaIe1 Nay YO1 117355626 USA T, +1(631) 203-6944 if ax (61) 263-8656 e4nail; infogovma&com bgcl 1. 1111 tRept#: 3.O(M4 CUtiffaRt,ov Pobles lCrnued HD P:einnam Shadecluth Content IIDPE Width I50 Frnish N/A Wcigbt 1cr/id' End Modular Shade Stziactt&rcs& Shade Sails * Tasted Fe Stive 06 1* Key Test NFPA 70140W 1Ml 10 11 fib FIb WA tIC 1601 0." Sepulvada 81W., 0392 Tel. I (44o).503-90%. El ecbiCA $25 hit. 1-t3W),626-%3. EC: 0. 5111 ?Sr fi1tME6 i 70 - Fire Testa for Iiine r a;oto of extLeo •rid - 2050 itiw - Test Meth ti rc F1M! is] iq1e "ye: L I Multi La3*ox 3( LtP5Tt: lxi T3t4a1Zy After 3 dry 1rLng: i i After S Afterflamew Flaming Orip Weight Lonn Specimen I fendn L 0 0 2 0 0.0 0 U 1.ô 4 a 0.0 5 0 U 14 a 0 0.0 7 0 3 0 6.0 0 0 7;3 0 !ean: 1.7 SO = 2.3 3 80 1.0 1E3n t 3 90 Li ASELT2 Sadaed dolflAtion. ir = Not tested. B0XIATE WEIGST OF M&StRIAL (as mea-sured by rennrk)! 2S41 9je4A QITg0NnG: lxi (p.S hr 0 2201? ($ts,dardt I J 24 IrI S 68f9E' CAitarmatez Material shiska/4nIta S CONVERSION FACTOR: VhP 4 20.35 X.R3 - oz/y4 All 3ecimens ptsparn In the Zt;t djr~~ct jon. Set ad3endurn ir individual specizien weigPs. (page I ot 2j Legoland SHADE CANOPIES CALIFORNIA DEPARTMENT OF FORESTRY and FIRE PROTECTION OFFICE OF THE STATE FIRE MARSHAL REGISTERED FLAME RESISTANT PRODUCT Product: Rthqistatiofl ho. TEITUiERE FR P-23000 Peeduet Markot*d By; PO BOX 81S6 DOTRAII, AL 36304 That product masts the minimum requirements of flame resistance eSiabUshed by the California State Fire Marshal for products Identified in Section 13 115, California Health and Sally Code. The scope of the approved use of this product is piovided in the current edition of the CAUFORNIA APPROV D UST OF FLAME RETARDANT CHEMICALS AND FABRICS, GENERAL AND UMITEDAPpUCTIONS CoNCERNS published by the California State lire Marshal. -- Rxpire: 6/30/2020 Deputy state Fire marshal Flo One Legoland Dr. Carlsbad, CA 92008 Gordon Darnelle E-Mail. gordon@stanslgn.com This design Is the exclusive property of Stanford Sign and Awning & may not be reproduced. In whole or in part, without the written consent of Stanford Sign and Awning. All primary electrical to sign location to be provided lyothers. NOTE: All approval signatures below required prior to fabrication. ----------------------- Drawing Date: 10.30.19 Drawing By: Scott Mailer 19457 SHEET. 7 of: 7 PERMIT