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Home My WebLink About2456 TOWN GARDEN RD; ; PREV2017-0208; Permit4L-City of Carlsbad Print Date: 04/24/2019 Permit No: PREV2017-0208 2456 Town Garden Rd BLDG-Permit Revision 2132600200 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 09/14/2017 Reference U: DEV2016-0015 Issued: 10/03/2017 Construction Type Permit 04/24/2019 Finaled: Bathrooms: Inspector: PBurn Orig. Plan Check #: CBC2016-0049 Final Plan Check #: Inspection: VIASAT BRESSI RANCH CAMPUS VIASAT:DEFERRED STEEL STAIRS & RAILS Applicant: Owner: Contractor: DONALD TAYLOR VIASAT INC A DELAWARE CORPORATION THE WHITING TURNER CONTRACTING CO 560 14Th St, 300 Oakland, CA 94612-1454 6155 El Camino Real 510-473-0300 CARLSBAD, CA 92009 760-476-2200 858-792-0600 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $300.00 Total Fees: $ 300.00 Total Payments To Date : $ 300.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov 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 CBC2016-0049 Plan Revision Number 02L Project Address ViaSat Bressi Ranch Campus, 2501 Gateway Road, Carlsbad, CA 92009 General Scope of Revision/Deferred Submittal: DEFERRED SUBMITTAL for ViaSat Bressi Ranch Parking Structure P-i Steel Stairs & Rails CONTACT INFORMATION: Name Daniel Skinner Phone (619) 461-9800 Fax (619) 461-9905 Address 9038 Jamacha Rd City Spring Valley, CA Zip 91977 Email Address Daniel@pciron.net Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 1 Plans I Calculations fl Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Whiting-Turner Transmittal No 00452 Page 1 Anchor Bolt Plan Drawing AB1 Page 2 Erection Drawings E0-E13 Pages 3-16 Embed Plan Drawings EM1-EM6 Pages 17-22 Shop Drawings 103-104,117,122,130,137-150,156-159, 203 Pages 23-46 Shop Drawings M101-M141, M148, M148-1 Pages 47-93 Calculations for 17181 A VIASAT INC. Parking Structure Stairs and Handrails (30 Pages) Pages 94-123 Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? Yes KD No Does this revision affect any fire related issues? D Yes 0 No Is this a complete )KSignatur____________________________ Date 9 1L( - (7 1635 Faraday Avenue, Carlsbad, CA 92008 ft: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In Partnership with government for Building Safety DATE: SEPT. 22, 2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: C2016-0049 (REV. 01) - PREy. 2017-0208 PROJECT ADDRESS: 2456 TOWN GARDEN ROAD PROJECT NAME: FOUR-LEVEL OPEN PARKING GARAGE O ,PPLICANT iURIS. U PLAN REVIEWER U FILE SET: I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's 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. LI The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. 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: DON TAYLOR AlA EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: DON TAYLOR AlA Telephone #: 510-473-0300 Date contacted: (byJ Email: dtaylor(ipd-oak.com Mail Telephone Fax In Person REMARKS: Metal stairs #1 & #2 plans and calculations - a deferred submittal package - are .under this permit. By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 9/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD C2016-0049 (REV. #1) - PREV. 2017-0208 SEPT. 22, 2017 (DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: C2016-0049 (REV. #1) - PREV. 2017-0208 PREPARED BY: ALl SADRE, S.E. DATE: SEPT. 22, 2017 BUILDING ADDRESS: 2456 TOWN GARDEN ROAD BUILDING OCCUPANCY: S2; I-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PARKING 209524 GARAGE Air Conditioning 209524 Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance qW I $300.00 Type of Review: LI Complete Review E] Structural Only LI Repetitive Fee Repeats Based on hourly rate O Other Hourly 2 Hrs.@* EsGil Fee $120.00 I $240.00I Comments: Sheet 1 of I macvalue.doc + virr WHITING-TURNER Whiting-Turner Contracting Co 3911 Sorrento Valley Blvd. Suite 100 San Diego CA 92121 USA PROJECT MANAGEMENT Transmittal No 00452 PROJECT: ViaSat Bressi Ranch Campus To: CDS Architects, Inc. dba Smith Consulting Architec 13280 Evening Creek Dr E #225 San Diego CA 92128 United States ATTN: Arati Rangaswamy DATE: 09/07/2017 - RE: P1 Steel Stairs & Rails R2 JOB: 016530 " I Shop Drawings \' Approval - Approved as Submitted — Letter Your Use - Approved as Noted - Prints As Requested - Returned After Loan — Change Order Review and Comment — Resubmit — Plans Submit - Samples — Returned - Specifications .' \/ Attached I I Separate Cover - Returned for Corrections - Other: Other: E-MAIL / Due Date: 09/12/2017 'V Submittal: Other: Line Item Package Code Rev. QTY Date Description Statu 1 Submittal 131-019 051223-02 3 1 09/07/2017 P1 Steel Stairs & Rails Embed Shop 03. Su!fld Drawings 2 Submittal P1_019 055000-01 3 1 09/07/2017 P1 Steel Stairs & Rails Shop Drawings 03. Sunitted 3 Submittal P1_019 055000-02 3 1 09/07/2017 k. P1 Steel Stairs & Rails Calculations 03. Suèd A 110 F't R - $,.# THIS DOCUMENT HAS BEEN REIEWED FOR CONFORMANCE j S. WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE - WITH THE CONTRACT DOCUMENTS. THIS REVIEW IN NO WA RELEASES THE SUBCONTRACTORJSUPPLIER FROM RESPONSIBILITY TO ADHERE TO THE REQUIREMENTS OF TH REMARKS: SEP 14 2017 CONTRACT DRAWINGS, INCLUDING ALL DIMENSIONS AND REVIEWED BY: cgage OF CARLSBAD CITY DATE: 09107/2017 I SUBMITTAL PEG NO.: VBR Submittal P1-019-055000-02- Steel BUILDING DIVISION Stairs & CC THE WHITING-TURNER CONTRACTING COMPANY Contractor shall held verify all dimensions in accordance with the contract documents Signed: A note has been added to the stair embeds for 3" holes centered betweens stringers as required for approved shop drawings following sheets have been revised: 13 EXI Reviewed No exception observed Make corrections noted Revise and resubmit Rejected Submit specified item(s) Review is only for general conformance with the design concept of the project and compliance with requirements of the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, for information that pertains to the fabrication processes and means and methods of construction, and for coordinating work of all trades. INTERNATIONAL PARKING DESIGN INC. By Don Taylor Date _9/7/17 Charles Gage These documents have been reviewed for general conformance with the design concept of the project and general compliance with the information given in the contract documents. Responsibility for the design shown on these documents rests with the individual whose professional seal appears hereon. Reviewed by: CJ Date: 09/07/2017 CULP & TANNER, INC. paaci zO OGSSI Structural Engineers Calculations for 17181A VIA-SATIN-C. Parking Structure Stairs and ilandralls Carlsbad, CA These documents have been reviewed for general conformance with the design concept of the project and general compliance with the information given in the contract documents. Responsibility for the design shown on these documents rests with the individual whose professional seal appears hereon. Reviewed by: CJ Date: 09/07/2017 CULP & TANNER, INC. PACIFIC COAST IRON 9038 Jamacha Road Spring Valley CA 91997 Phone: 619-461-9800 August 25, 2017 iGSSI Structural Engineers Scope of Work: The structural calculations scope is limited to the parking structure handrails. GSSI Job No. 17181A VIASAT Stair Page 1 of 29 8/25/2017 tJSGS Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.123660N, 117.26639°W Site Soil Classification Site Class D - Stiff Soil" Risk Category I/Il/HI tum Mani ceansf e, 70 Fri 'S"On Marcos r" , _r_ ;/' 1 • ____ L ncirutT USGS—Provided Output S = 1.056 g SM$ = 1.138 g S0 = 0.759 g S = 0.409 g SM1 = 0.650 g SD1 = 0.434 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCFR Response Spectrum Design Rspc8e Spectrum l20 a-ga a4 i 0.72 am 0.24 0.12 0J2 30 Patled. I (see) am am 0.16 am CLW (Lao 0.20 0.40 0.3 am 1.20 1.20 ma iw iA3 200 Period T(aee) For PGA, TL, CRS, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. GSSI Job No. 17181A VIASAT Stair Page 2 of 29 8/25/2017 OGSSI Project_______________ Eng___________ VIASAT - Typical stair Loading DESIGN LOADS Stairs Sheet__________ GSSI No.______ Date DEAD LOADS [ (psf) (psf) 2' Concrete Topping 25 l2gapan 5 Stringers/Headers - 10.0 misc steel 2 Mech/Elec/misc 2 E Dead Loads 34.0 I Seismic Dead Loath 440 Live Load (exit)l 100 Lfldiflfl DEAD LOADS [_(psf) (psf) 2.5" concrete topping 32 2"x20 Ga deck 2 Stringers/Headers - 6.0 misc steel 2 Mech/Elec/misc 2 I Dead Loadsl 38.0 I Seismic Dead Loath Live Load (exit) 100 <---- Landing weight is more than tread weight <---- self weight for members design Use 10 psf for seismic design psf psf psf <---- Landing weight is more than tread weight <---- self weight for members design Use 6 psf for seismic design psf psf psf Elements Loads: ap 1 R 2.5 5DS 0.760 l, 1.5 Z 1.0 ft F 0.547 W, LRFD W 44.0 psf F 24.1 psf LRFD h 1.0 ft F 0.383 W, ASD WP 44.0 psf F 16.9 psf ASD Max Trib area to lateral support 130 ft2 Stairs have lateral support at Seismic Load 3130 lbs LRFD vertical support points-OK N/A 0 ft2 Seismic Load 0 \11 bs LRFD stringers anchored with embed plates with floor anchors and welded and reinforcement at each landing typ. reference 6 and 8 E12 GSSI Job No. 17181 A VIASAT Stair Page 3 of 29 8/25/2017 GSSI Project_______________________ Eng___________ VIASAT - Typical stair Loading @ lower landing DESIGN LOADS Stir Sheet___________ GSSI No.______ Date DEAD LOADS [ (psi) (psf) 2' Concrete Topping 25 l2gapan 5 Stringers/Headers - 10.0 misc steel 2 Mech/Elec/misc 2 Z Dead Loadsl 34.0 £ Seismic Dead Loads 44.0 Live Load (exit)l 100 Landina DEAD LOADS (psf) (psf) 2.5" concrete topping 32 2"x20 Ga deck 2 Stringers/Headers - 6.0 misc steel 2 Mech/Elec/misc 2 I Dead Loadsl 38.0 I Seismic Dead Loads Live Load (exit)l 100 1 Elements Loads: <---- Landing weight is more than tread weight <---- self weight for members design Use 10 psi for seismic design psf psf psf <---- Landing weight is more than tread weight <---- self weight for members design Use 6 psf for seismic design psf psf psf ap I R 2.5 Sos 0.760 IP 1.5 z 0.0 WP 44.0 h 1.0 WP 44.0 ft F 0.182 W, LRFD psf F 8.0 psi LRFD ft F 0.128 W, ASD psf F 5.6 psf ASD Max Trib area to lateral support 130 ft2 Stairs have lateral support at Seismic Load 1043 lbs LRFD vertical support points-OK Note: The base of the stair has a slipped connection. The I kip load for seismic load will be resisted by the connection at the floor above. The landing column is also braced at the floor above, so the landing will be laterally braced by the column. 27 Check column for 2 kips per pages 25 of caics conservative. Check floor anchorage for combined tension and shear page 26 and 27 V=3 kips T=3kips Conservative, Omega load =2.5x1 kip GSSl Job No. 17181 A VIASAT Stair Page 4 of 29 8/25/2017 column has lateral 15-0 CloD brace at each floor typ 1'-5 9•-7 \ 6-11~ (B/B) 17-1O Lprn)p..c7 c1q?4Ac - r___ I lB Fc* rri° :. :. :.. ;.. FEL.307;95/8'f 1 ir 44 11 - - / r P145 PL1 X48 112 I '•;- I I PL1X48 ½Go 11 ) // : j - '-;' Lfl) 01 2Y '5. . GUARDRAIL C@. / 'S w ---------------- Ir 60 Cl) Ml 19 GUARDRAIL (I/S STAIR WIDTH) (I/S STAIR WIDTH) ENLARGED DETAIL ELEVATOR/STAIR 1 @ GROUND LEVEL PLAN GSSI Job No. 17181A VIASAT Stair Page 5 of 29 8/25/2017 z 1 _!I. w M1 16 \- ! F141 MCOX8.5 FRAME P148 Ml17 ____ TREAD ____ TREAD J1U GUARDRAIL ' ° - Co lei 00 w CM I- M117 - - ._—M117 c:'0 • GUARDRAIL GUARDRAIL I- ..f:::J: 9 9 (SIM.) _____ GROUND LEVEL I I.313'5%" I AI 1CtI 46 7 4-6 6-11% Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : Stair 1 Stnnger l-Iyp CODEREFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.0765) L(0.225) MC12x10.6 [lApplied Loads - - - - 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0340, L = 0.10 ksf, Tributary Width = 2.250 ft DESIGN SUMMARY - Maximum Bending Stress Ratio = 0.176:1 Maximum Shear Stress Ratio = 0.051 : 1 Section used for this span MCI 2x10.6 Section used for this span MCI 2x10.6 Mu: Applied 5.520 k-ft Vu: Applied 2.265 k Mn * Phi: Allowable 31.320k-ft Vn * Phi: Allowable 44.323 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 4,875ft 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 0.029 in Ratio = 4,082 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.040 in Ratio = 2943 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 [Maximum Fotes & Stresses fciLii Cmbinatior Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx PhiVnx Dsgn. L = 9.75 ft 1 0.046 0.013 1.45 1.45 34.80 31.32 1.00 1.00 0.59 49.25 44.32 +1.20D+0.50Lr+160L+1.60H Dsgn. L = 9.75 ft 1 0.176 0.051 5.52 5.52 34.80 31.32 1.00 1.00 2.26 49.25 44.32 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 9.75 ft 1 0.176 0.051 5.52 5.52 34.80 31.32 1.00 1.00 2.26 49.25 44.32 +1.20D+1.60Lr+0.50L+160H Dsgn. L= 9.75 ft 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +1.20D+160Lr+0.50W+1.60H Dsgn. L= 9.75 ft 1 0.040 0.011 1.24 1.24 34.80 31.32 1.00 1.00 0.51 49.25 44.32 +1.200+0.50L+1.60S+1.60H Dsgn. L = 9.75 ft 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +1.20D+1.605+0.50W+1.60H Dsgn. L = 9.75 ft 1 0.040 0.011 1.24 1.24 34.80 31.32 1.00 1.00 0.51 49.25 44.32 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 9.75 ft 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +1.20D+0.50L+0.505+W+1.60H Dsgn. L = 9.75 ft 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +1.20D+0.50L+0.20S+E+160H Dsgn. L = 9.75 ft 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +0.90D+W+0.90H Dsgn. L = 9.75 ft 1 0.030 0.009 0.93 0.93 34.80 31.32 1.00 1.00 0.38 49.25 44.32 +0.90D+E+0.90H Dsgn. No. 1718A 0.030 0.009 0.93 VIASAT Stair 0.93 34.80 31.32 1.00 1.00 °ge 44.32 8/25/2017 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : Stair 1 Stringer 2 kEEE!ICES - - -T Calculations per Al SC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 TMàtria1Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.8)I II 11 'V D(0.034 L(0.1) D(0.0765 L(0.225 I Span = 13.750 ft MC12x10.6 TApplied 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 = 0.0340, L = 0.10 ksf, Extent = 0.0 -->> 9.750 ft, Tributary Width = 2.250 ft Point Load: D = 0.80, L = 2.10k @9.750 ft Uniform Load: D = 0.0340, L = 0.10 ksf, Extent = 9.750 -->> 13.750 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.122 : 1 MCI2x10.6 5.399 k 44.323 k +1.20D+0.50Lr+1.60L+160H 13.750 ft Span # 1 Maximum Bending Stress Ratio = 0.637: 1 Section used for this span MCI 2x10.6 Mu : Applied 19.942k-ft Mn * Phi: Allowable 31.320k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 9.271 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.197 in Ratio = 837 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.273 in Ratio = 604 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 TMiiim Forces & Stresses for Load Combinations - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn.L 13.75ft 1 0.167 0.032 5.23 5.23 34.80 31.32 1.00 1.00 1.43 49.25 44.32 +1.20D+0.5OLr+1.60L+1.60H Dsgn. L = 13.75ft 1 0.637 0.122 19.94 19.94 34.80 31.32 1.00 1.00 5.40 49.25 44.32 +1.20D+1 .60L+0.505+1.60H Dsgn. L = 13.75ft 1 0.637 0.122 19.94 19.94 34.80 31.32 1.00 1.00 5.40 49.25 44.32 +1.20D+1.60Lr+050L+160H Dsgn.L = 13.75ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 13.75ft 1 0.143 0.028 4.48 4.48 34.80 31.32 1.00 1.00 1.22 49.25 44.32 +1.200+0.50L+1.605+1.60H Dsgn.L = 13.75ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +1.20D+1.605+0.50W+1.60H Dsgn. L = 13.75 ft 1 0.143 0.028 4.48 4.48 34.80 31.32 1.00 1.00 1.22 49.25 44.32 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 13.75ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +1.20D+0.50L+0.505+W+1.60H Dsgn.L = 13.75ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +1.20D+0.50L+0.205+E+1.60H Dsgn. L= 13.75ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +0.90D+Wtll Job No. 17181A VIASAT Stair Page 7 of 29 Dsgn. L,26{t7 1 0.107 0.021 3.36 3.36 34.80 31.32 1.00 1.00 0.92 49.25 44.32 Steel Beam ENERCALC, INC. 1983-2017, Build:6,17.4.30, Ver:6.17.4.30 Description : Stain HDR1 ---1 Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Póies - - Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending D(0.4) L(1.1p(0.4)L(1.1) 0 0.076) L(0 Span 9500 - MC8x8.5 [Applied Loads ] Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.0380, L = 0.10 ksf, Tributary Width = 2.0 ft Point Load: D = 0.40, L = 1.10k @4.50 ft Point Load: D = 0.40, L = 1.10k @5.0 ft DESIGN SUMMARY Maximum bencling stress i<atio = 0.191: 1 Maximum sriear stress Ratio = U.152 :1 Section used for this span MC8x8.5 Section used for this span MC8x8.5 Mu : Applied 14.834 k-ft Vu: Applied 4.242 k Mn * Phi: Allowable 18.765k-ft Vn * Phi : Allowable 27.838 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span 4.750ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio = 735 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.215 in Ratio = 531 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L= 9.50 It 1 0.205 0.040 3.85 3.85 20.85 18.77 1.00 1.00 1.12 30.93 27.84 +1.200+0.50Lr+1.60L+1.60H Dsgn. L= 9.50 ft 1 0.791 0.152 14.83 14.83 20.85 18.77 1.00 1.00 4.24 30.93 27.84 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 9.50 It 1 0.791 0.152 14.83 14.83 20.85 18.77 1.00 1.00 4.24 30.93 27.84 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 9.50 ft 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +1,20D+1.60Lr+0.50W+1.60H Dsgn. L = 9.50 It 1 0.176 0.035 3.30 3.30 20.85 18.77 1.00 1.00 0.96 30.93 27.84 +1.200+0.50L+1.605+1.60H Dsgn. L = 9.50 It 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 9.50 ft 1 0.176 0.035 3.30 3.30 20.85 18.77 1.00 1.00 0.96 30.93 27.84 +1.20D+0.5QLr+0.50L+W+1.60H Dsgn. L = 9.50 ft 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 9.50 ft 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +1.20D+0.50L+0.20S+E+1.60H Dsgn. L = 9.50 ft 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +0.90D+W+0.90H Dsgn. L S F98b No. 1718A 0.132 0.026 2.48 VIASAT Stair 2.48 20.85 18.77 1.00 1.00 °ge 8380J927.84 Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : Stain HDR2 RUE-REN-dEff Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 EMaterual Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending TApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0380, L = 0.10 ksf, Tributary Width = 2.0 ft )ESIGN SUMMARY Maximum Bending Stress Ratio = 0.153: 1 Section used for this span MC12x10.6 Mu : Applied 4.782 k-ft Mn * Phi: Allowable 31.320k-ft Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span 4.750ft Span # where maximum occurs Span # 1 Maximum Deflection Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs MC12x10.6 2.014 k 44.323 k +1.20D+0.50Lr+1.60L+1.60H 0.000 ft Span #1 Max Downward Transient Deflection 0.023 in Ratio = 4,965 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.033 in Ratio = 3465 >180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Cobiiiitii I Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 9.50 ft 1 0.044 0.013 1.37 1.37 34.80 31.32 1.00 1.00 0.58 49.25 44.32 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 9.50 ft 1 0.153 0.045 4.78 4.78 34.80 31.32 1.00 1.00 2.01 49.25 44.32 i-1.20D+1.60L+0.505+1.60H Dsgn. L= 9.50 ft 1 0.153 0.045 4.78 4.78 34.80 31.32 1.00 1.00 2.01 49.25 44.32 +1.20D+1.6QLr+0.50L+1.60H Dsgn. L= 9.50 It 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 9.50 It 1 0.037 0.011 1.17 1.17 34.80 31.32 1.00 1.00 0.49 49.25 44.32 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 9.50 ft 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 9.50 ft 1 0.037 0.011 1.17 1.17 34.80 31.32 1.00 1.00 0.49 49.25 44.32 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 9.50 ft 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +1.20D+0.50L+0.505+W+1.60H Dsgn. L = 9.50 ft 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +1.20D+0.50L+0.205+E+1.60H Dsgn. L = 9.50 It 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +0.90D+W+0.90H Dsgn. L = 9.50 It 1 0.028 0.008 0.88 0.88 34.80 31.32 1.00 1.00 0.37 49.25 44.32 +0.90D+E+0.90H Dsgn. L59 No. 1718A 0.028 0.008 0.88 VIASAT Stair 0.88 34.80 31.32 1.00 1.00 47age Aaq 44.32 8/25/2017 Steel Column ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : Stair 1 Typ Col I Code References 1 Calculations per AISC 360-10, 1 BC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 I Generallnfomiation 1 Steel Section Name: HSS4x4x5I16 Overall Column Height 11.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy : Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 11.0 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 11.0 ft, K = 1.0 TApplied Loads 1 Service loads entered. Load Factors will be applied for calculations. Column self weight included: 163.130 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 11.0 ft, Yecc = 2.0 in, D = 4.20, L = 11.0k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4008 : 1 Maximum SERVICE Load Reactions.. Load Combination +1 .20D+1 .60L Top along X-X Location of max.above base 10.926 ft Bottom along X-X At maximum location values are... Top along Y-Y Pu 22.836 k Bottom along Y-Y 0.9*Pn 100.116 k Mu-x -3.748 k-ft Maximum SERVICE Load Deflections... 0.9 * Mn-x: 19.286 k-ft Along Y-Y -0.1293 in at for load combination :+D+L Mu-y 0.0 k-ft 0.9 * Mn-y: 19.286 k-ft Along X-X 0.0 in at for load combination: PASS Maximum Shear Stress Ratio = 0.009106 : 1 Load Combination +1 .20D+1.60L Location of max.above base 0.0 ft At maximum location values are Vu : Applied 0.3430 k Vn * Phi: Allowable 37.672 k EdCombhai Reslti .T Tfl 0.0k 0.0k 0.2303 k 0.2303 k 6.423ft above base 0.0ft above base Maximum Axial + Bending Stress Ratios Maximum Shear Ratios .oad Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.081 PASS 10.93 ft 0.002 PASS 0.00 ft +1.20D+1.60L 0.401 PASS 10.93 ft 0.009 PASS 0.00 ft +1.20D+0.50L 0.144 PASS 10.93 ft 0.004 PASS 0.00 ft +1.20D 0.069 PASS 10.93 ft 0.002 PASS 0.00 ft +0.90D 0.052 PASS 10.93 ft 0.002 PASS 0.00 ft E ixiiiim ati&ns 1 Note Only non zero reactions are listed Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ lop @ Base @ Top © Base @ Top @ Base @ Top D Only 4.363 -0.064 0.064 -0.700 +D+L 15.363 -0.230 0.230 -2.533 +D+0.750L 12.613 -0.189 0.189 -2.075 +0.60D 2.618 -0.038 0.038 -0.420 LOnly 11.000 -0.167 0.167 -1.833 TEitreme Reactions 1 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ lop @ Base @ lop @ Base @ lop Axial © Base Maximum 15.363 -0.230 0.230 -2.533 GSSI Job No. 17181A VIASAT Stair Page 10 of 29 8/25/2017 Steel Column File P:\Paciflc Coast lron\Viastate Stair - 17181AEngineeng\Calcula8ons\viastate.ec6 ENERCALC, INC. 1983-2017, Build:6,17.4.30, Ver:6.17.4.30 Description : Stair 1 Typ Col iExtreme Reactions - 1 Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base © lop @ Base @ Top @ Base © Top Minimum 2.618 -0.038 0.038 -0.420 Reaction, X-XAxis Maximum 4.363 -0.064 0.064 -0.700 Minimum 4.363 -0.064 0.064 -0.700 Reaction, V-V Axis Maximum 2.618 -0.038 0.038 -0.420 Minimum 15.363 -0.230 0.230 -2.533 Reaction, X-X Axis Maximum 4.363 -0.064 0.064 -0.700 Minimum 4.363 -0.064 0.064 -0.700 Reaction, V-V Axis Maximum 4.363 -0.064 0.064 -0.700 Minimum 11.000 -0.167 0.167 -1.833 Moment, X-X Axis Ba Maximum 4.363 -0.064 0.064 -0.700 1.Minimum 4.363 -0.084 0.064 -0.700 Moment, V-V Axis Ba Maximum 4.363 -0.064 0.064 -0.700 Minimum 4.363 -0.064 0.064 -0.700 Moment, X-X Axis lo Maximum 2.618 -0.038 0.038 -0.420 Minimum 15.363 -0.230 0.230 -2.533 Moment, V-V Axis lo Maximum 4.363 -0.064 0.064 -0.700 Minimum 4.363 -0.064 0.064 -0.700 TMaximum Deflections for Load Combinations 1 Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance D Only 0.0000 in 0.000 ft -0.036 in 6.423 ft +D+L 0.0000 in 0.000 ft -0.129 in 6.423 ft +D+0.750L 0.0000 in 0.000 ft -0.106 in 6.423 It +0.60D 0.0000 in 0.000 ft -0.021 in 6.423 ft L Only 0.0000 in 0.000 ft -0.094 in 6.423 ft Steel Section Properties ) HSS4x4x5/16 Depth = 4.000 in lxx = 9.14 in A4 J = 15.300 inA4 Design Thick = 0.291 in S xx = 4.57 in53 Width = 4.000 in Rxx = 1.490 in Wall Thick 0.313 in Zx = 5.590 in53 Area = 4.100 inA2 I yy 9.140 in A4 C 7.910 inA3 Weight 14.830 plf S yy = 4.570 in A3 Ryy = 1.490 in Ycg = 0.000 in GSSI Job No. 17181A VIASAT Stair Page 11 of 29 8/25/2017 Steel Column ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description: Stair 1 Typ Cot 15.20k Loads are total entered value. Arrows do not reflect absolute direction. GSSI Job No. 17181A VIASAT Stair Page 12 of 29 8/25/2017 Lv' (frI/4ksçc ENLARGED DETAIL STAIR 2 (W GROUND LEVEL STAIR PLAN (REF:3/A4.02 & A/S2.11) GSSI Job No. 17181A VIASAT Stair Page 13 of 29 8/25/2017 Steel Beam File = P:\Pacific Coast lron\Viastate Stair - 17181A\Engineeng\Ca?culations\viastate.ec6 1111 I ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : Stair 2 __________ Stanger 3 TCODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 rMateIPriues Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.0765) L(0.225( 5 MC12x10.6 AjjiIied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.0340, L = 0.10 ksf, Tributary Width = 2.250 ft DESIGN SUMMARY . Maximum Bending Stress Ratio = 0.176:1 Maximum Shear Stress Ratio = 0.051 : Section used for this span MC12x10.6 Section used for this span MC12x10.6 Mu : Applied 5.520 k-ft Vu: Applied 2.265 k Mn * Phi: Allowable 31.320k-ft Vn * Phi: Allowable 44.323 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span 4.875ft 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 0.029 in Ratio = 4,082 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.040 in Ratio = 2943 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L= 9.75 ft 1 0.046 0.013 1.45 1.45 34.80 31.32 1.00 1.00 0.59 49.25 44.32 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L= 9.75 ft 1 0.176 0.051 5.52 5.52 34.80 31.32 1.00 1.00 2.26 49.25 44.32 +1.200+1.60L+0.50S+1.60H Dsgn. L = 9.75 ft 1 0.176 0.051 5.52 5.52 34.80 31.32 1.00 1.00 2.26 49.25 44.32 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 9.75 ft 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 9.75 ft 1 0.040 0.011 1.24 1.24 34.80 31.32 1.00 1.00 0.51 49.25 44.32 +1.200+0.50L+1.60S+1.60H Dsgn. L= 9.75ff 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 9.75 ft 1 0.040 0.011 1.24 1.24 34.80 31.32 1.00 1.00 0.51 49.25 44.32 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L= 9.75 It 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +1.20D+0.50L+0.505+W+1.60H Dsgn. L = 9.75 ft 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +1.200+0.50L+0.205+E+1.60H Dsgn. L = 9.75 ft 1 0.082 0.024 2.58 2.58 34.80 31.32 1.00 1.00 1.06 49.25 44.32 +0.90D+W+0.90H Dsgn. L = 9.75 ft 1 0.030 0.009 0.93 0.93 34.80 31.32 1.00 1.00 0.38 49.25 44.32 +0.900+E+0.90H Dsgn. No. 1718A 0.030 0.009 0.93 VIASAT Stair 0.93 34.80 31.32 1.00 1.00 Nte 14.?9 44.32 8/25/2017 Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.122 : I MC12x10.6 5.399 k 44.323 k +120D+0.50Lr+1.60L+160H 13.750 ft Span #1 Steel Beam File = P:\Pacific Coast Iron\Viastate Stair - 17181AEngineering\CaIcuIations\viastate.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : Stair 2 Stringer - - Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 [MatiiialProperiies 1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 13.750 ft MC12x1O.6 [App lied 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 = 0.0340, L = 0.10 ksf, Extent = 0.0 -->> 9.750 ft, Tributary Width = 2.250 ft Point Load: D = 0.80, L = 2.10k @9.750 ft Uniform Load: 0 = 0.0340, L = 0.10 ksf, Extent = 9.750 -->> 13.750 ft, Tributary Width = 1.0 ft )ESIGN SUMMARY Maximum Bending Stress Ratio = 0.637: 1 Section used for this span MC12x1O.6 Mu: Applied 19.942k-ft Mn * Phi: Allowable 31.320k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 9.271 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.197 in Ratio = 837 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.273 in Ratio = 604 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60R Dsgn. L = 13.75 ft 1 0.167 0.032 5.23 5.23 34.80 31.32 1.00 1.00 1.43 49.25 44.32 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 13.75 ft 1 0.637 0.122 19.94 19.94 34.80 31.32 1.00 1.00 5.40 49.25 44.32 i-1.20D+1.60L+0.505+1.60H Dsgn. L = 13.75 ft 1 0.637 0.122 19.94 19.94 34.80 31.32 1.00 1.00 5.40 49.25 44.32 +1.20D+1.60Lr+050L+160H Dsgn. L= 13.75 ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L = 13.75 ft 1 0.143 0.028 4.48 4.48 34.80 31.32 1.00 1.00 1.22 49.25 44.32 +1.20D+0.50L+1.60S+1.60H Dsgn.L = 13.75 ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +1.200+1.605+0.50W+1.60H Dsgn.L 13.75ft 1 0.143 0.028 4.48 4.48 34.80 31.32 1.00 1.00 1.22 49.25 44.32 +1.200+0.50Lr+0.50L+W+160H Dsgn. L = 13.75 ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +120D+0.50L+0.505+W+1.60H Dsgn. L = 13.75 ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +1.20D+0.50L+0.205+E+1.60H Dsgn. L= 13.75 ft 1 0.297 0.057 9.31 9.31 34.80 31.32 1.00 1.00 2.53 49.25 44.32 +0.90D+WtlJOb No. 17181A VIASAT Stair Pa ae 15 of 29 Dsgn. L,26{t7 1 0.107 0.021 3.36 3.36 34.80 31.32 1.00 1.00 0.97 49.25 44.32 Steel B File P:\Paciflc Coast lron\Viastate Stair - 17181A'Engineeng\CaIcuIations\viastate.ec6 ee earn ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Iu/E'I1'II1I'I* Description : Stair 2 HDR3 CODE REFERENCES 7 Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 riiPpeitu - ____ Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(04) L(1.1)D(0.4)L(1.1) D 0.076) L(0) Span = 9.50 ft MC8x8.5 fAjIii Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0380, L = 0.10 ksf, Tributary Width = 2.0 ft Point Load: D = 0.40, L = 1.10k @4.50 ft Point Load: D = 0.40, L = 1.10k @5.0 ft DESIGN SUMMARY - 1 1Fj1iIs] Maximum Bending Stress Ratio = 0.791: 1 Maximum Shear Stress Ratio = 0.152 : 1 Section used for this span MC8x8.5 Section used for this span MC8x8.5 Mu : Applied 14.834 k-ft Vu Applied 4.242 k Mn * Phi: Allowable 18.765k-ft Vn * Phi : Allowable 27.838 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 4.7501t 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 0.155 in Ratio = 735 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.215 in Ratio = 531 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 [_Maximum Forces & Stresses for Load Combmatuons - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 9.50 ft 1 0.205 0.040 3.85 3.85 20.85 18.77 1.00 1.00 1.12 30.93 27.84 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L= 9.50 ft 1 0.791 0.152 14.83 14.83 20.85 18.77 1.00 1.00 4.24 30.93 27.84 +1.200+1.60L+0.50S+1.60H Dsgn. L= 9.50 ft 1 0.791 0.152 14.83 14.83 20.85 18.77 1.00 1.00 4.24 30.93 27.84 +1.200+1 .60Lr+0.50L+1.60H Dsgn. L= 9.50ft 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 9.50 ft 1 0.176 0.035 3.30 3.30 20.85 18.77 1.00 1.00 0.96 30.93 27.84 +1.20D+0.50L+1.605+1.60H Dsgn. L = 9.50 ft 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +1.20D+1.605+0.50W+1.60H Dsgn. L = 9.50 ft 1 0.176 0.035 3.30 3.30 20.85 18.77 1.00 1.00 0.96 30.93 27.84 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L= 9.50 it 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +1.200+0.50L+0.50S+W+1.60H Dsgn. L= 9.50 ft 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +1.200+0.50L+0.20S+E+1.60H Dsgn. L= 9.50 ft 1 0.368 0.071 6.91 6.91 20.85 18.77 1.00 1.00 1.99 30.93 27.84 +0.900+W+0.90H Dsgn.L S F98b No. 1718A 0.132 0.026 2.48 VIASAT Stair 2.48 20.85 18.77 1.00 1.00 1&9 27.84 +0.90D+E+9017 Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.045 : MC12x1O.6 2.014 k 44.323 k +1.20D+0.50Lr+1.60L+160H 0.000 ft Span #1 Steel Beam File = P:\Pacific Coast IrontViastate Stair - 17181A\Engineedng\Calculatons\viastate.ec6 1 ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6,17.4.30 Description Stair2 HDR4 LCPDE REFERENCES 1 Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 [Mieriai Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.076 L(O.2 Span 9.50 ft MC12x1O.6 TAii1edLoii - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0380, L = 0.10 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.153: 1 Section used for this span MC12x1O.6 Mu : Applied 4.782 k-ft Mn * Phi: Allowable 31.320k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 4.750ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 4,965 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.033 in Ratio = 3465 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 EMxinumFrceè 9-St'ressesfLiJ EiiIi Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 9.50 ft 1 0.044 0.013 1.37 1.37 34.80 31.32 1.00 1.00 0.58 49.25 44.32 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L= 9.50 ft 1 0.153 0.045 4.78 4.78 34.80 31.32 1.00 1.00 2.01 49.25 44.32 +1.20D+1.60L+0.505+1.60H Dsgn. L= 9.50 ft 1 0.153 0.045 4.78 4.78 34.80 31.32 1.00 1.00 2.01 49.25 44.32 +1.200+160Lr+050L+160H Dsgn. L = 9.50 ft 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 9.50 ft 1 0.037 0.011 1.17 1.17 34.80 31.32 1.00 1.00 0.49 49.25 44.32 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 9.50 ft 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +1.20D+1 .605+0.50W+1.60H Dsgn. L = 9.50 ft 1 0.037 0.011 1.17 1.17 34.80 31.32 1.00 1.00 0.49 49.25 44.32 +1.20D+0.50Lr+050L+W+160H Dsgn. L= 9.50 It 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +1.20D+0.50L+0.505+W+1.60H Dsgn. L = 9.50 It 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +1.20D+0.50L+0.205+E+1.60H Dsgn. L = 9.50 ft 1 0.073 0.022 2.30 2.30 34.80 31.32 1.00 1.00 0.97 49.25 44.32 +0.90D+W+0.90H Dsgn. L = 9.50 ft 1 0.028 0.008 0.88 0.88 34.80 31.32 1.00 1.00 0.37 49.25 44.32 +0.900+E+0.90H Dsgn. L59 No. 1718A 0.028 0.008 0.88 VIASAT Stair 0.88 34.80 31.32 1.00 1.00 9'e 1'29 44.32 8/25/2017 F. Steel Column rue r:\raculuc ioasi ronvuasiate iaur -1(1e1,\tnguneenng\LaucuuauonswIasIaIe.e i ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : Stair 2 Typ Col LCode References - - -- 1 Calculations per AISC 360-10, 1 BC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 PGeneral Information -. Steel Section Name: HSS4x4x5/16 Overall Column Height 11.0 ft Analysis Method: Load Resistance Factor lop & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 11.0 It, K = 1.0 V-V (depth) axis: Unbraced Length for Y-Y Axis buckling = 11.0 ft, K = 1.0 EAlied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 163.130 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 11.0 ft, Yecc = 2.0 in, D = 4.20, L 11.0k LPESIGNSIJMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4008 : 1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+1.60L lop along X-X 0.0 k Location of max.above base 10.926 ft Bottom along X-X 0.0 k At maximum location values are... lop along Y-Y 0.2303 k Pu 22.836 k Bottom along Y-Y 0.2303 k 0.9*Pn 100.116 k Mu-x -3.748 k-ft Maximum SERVICE Load Deflections 0.9*Mnx: 19.286 k-ft Along Y-Y -0.1293 in at 6.423f1 above base for load combination :+D+L Mu-y 00 kft 0.9*Mn y: 19.286 k-ft Along X-X 0.0 in at 0.oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.009106 : 1 Load Combination +1.20D+1 .60L Location of max.above base 0.0 ft At maximum location values are. Vu : Applied 0.3430 k Vn * Phi: Allowable 37.672 k I -Load Combination Reui Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.081 PASS 10.93 ft 0.002 PASS 0.00 ft +1.200+1.60L 0.401 PASS 10.93 ft 0.009 PASS 0.00 ft +1.200+0.50L 0.144 PASS 10.93 ft 0.004 PASS 0.00 ft +1.20D 0.069 PASS 10.93 ft 0.002 PASS 0.00 ft +0.90D 0.052 PASS 10.93 ft 0.002 PASS 0.00 ft EMixirnurn Reactions Note Only non zero reactions are listed Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ lop D Only 4.363 -0.064 0.064 -0.700 +D+L 15.363 -0.230 0.230 -2.533 +D+0,750L 12.613 -0.189 0.189 -2.075 +0.60D 2.618 -0.038 0.038 -0.420 Lpnly , ---------- 11.000 -0.167 0.167 -1.833 F __ Extrme Reeactions - - - Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base © Base @ lop @ Base @ lop @ Base @ Top © Base @ lop Axial @ Base Maximum 15.363 -0.230 0.230 -2.533 GSSI Job No. 17181A VIASAT Stair Page 18 of 29 8/25/2017 F Steel Column File P:\Pacific Coast lron\Viastate Stair- 17181A\Engineering\Calculaons\viastate.ec6 11111 I ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description: Stair 2 Typ Col I Extremeions Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k.ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base © lop @ Base @ lop © Base © Top Minimum 2.618 -0.038 0.038 -0.420 Reaction, X-X Axis Maximum 4.363 -0.064 0.064 -0.700 Minimum 4.363 -0.064 0.064 -0.700 Reaction, V-V Axis Maximum 2.618 -0.038 0.038 -0.420 Minimum 15.363 -0.230 0.230 -2.533 Reacon, X-X Axis Maximum 4.363 -0.064 0.064 .0.700 1.Minimum 4.363 -0.064 0.064 -0.700 Reacon, V-V Axis Maximum 4.363 -0.064 0.064 -0.700 Minimum 11.000 -0.167 0.167 -1.833 Moment, X-X Axis Ba Maximum 4.363 -0.064 0.064 -0.700 I.Minimum 4.363 -0.064 0.064 -0.700 Moment, V-V Axis Ba Maximum 4.363 -0.064 0.064 -0.700 Minimum 4.363 -0.064 0.064 -0.700 Moment, X-X Axis lo Maximum 2.618 -0.038 0.038 -0.420 Minimum 15.363 -0.230 0.230 -2.533 Moment, V-V Axis To Maximum 4.363 -0.064 0.064 -0.700 Minimum 4.363 -0.064 0.064 -0.700 I Maximum Deflections for Load Combinations Load Combination Max. X.X Deflection Distance Max. V-V Defiecon Distance O Only 0.0000 in 0.000 ft -0.036 in 6.423 It 0.0000 in 0.000 ft -0.129 in 6.423 ft +D'-0.750L 0.0000 in 0.000 ft -0.106 in 6.423 ft +0.60D 0.0000 in 0.000 ft -0.021 in 6.423 ft L Only 0.0000 in 0.000 ft -0.094 in 6.423 ft Steel Section Properties : HSS4x4x5/16 Depth = 4.000 in lxx = 9.14 in A4 J 15.300 in'4 Design Thick 0.291 in S xx 4.57 inA3 Width = 4.000 in Rxx 1.490 in Wall Thick = 0.313 in Zx = 5.590 inA3 Area = 4.100 inA2 I yy = 9.140 inA4 C = 7.910 inA3 Weight 14.830 plf S yy 4.570 inA3 Ryy = 1.490 in Vcg = 0.000 in GSSI Job No. 17181A VIASAT Stair Page 19 of 29 8/25/2017 Steel Column Description: Stair 2 lyp Col ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 15.20k Loads are total entered value. Arrows do not reflect absolute direction. GSSI Job No. 17181 A VIASAT Stair Page 20 of 29 8/25/2017 Steel Beam File P:\Paci8c Coast lron\Viastate Stair- 17181A\Engineering\Calculations\viastate.ec6 1 ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description : Typical Landing Support Channel CO bEEERENcES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 EMiiiI Properhes - 1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.076) L(0.2) Span = 4.0 ft Cx4.l TAppIiedLpad - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0380, L = 0.10 ksf, Tributary Width = 2.0 ft )ES!GN SUMMARY Maximum Bending Stress Rath Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs = (3234:1 C3x4.1 0.832 k-ft 3.564 k-ft +1.200+0.50Lr+1.60L+160H 2.000ft Span #1 Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.084: C3x4.1 0.8322 k 9.914 k +1.200+0.50Lr+160L+160H 0.000 ft Span # I Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = 1,984 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.034 in Ratio = 1417 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 LMinFo & SWess1ó o_Mb1iia_t1o_ns__- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 4.00 It 1 0.063 0.023 0.22 0.22 3.96 3.56 1.00 1.00 0.22 11.02 9.91 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 4.00 ft 1 0.234 0.084 0.83 0.83 3.96 3.56 1.00 1.00 0.83 11.02 9.91 +1.20D+1.60L+0.505+1.60H Dsgn. L = 4.00 ft 1 0.234 0.084 0.83 0.83 3.96 3.56 1.00 1.00 0.83 11.02 9.91 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 4.00 ft 1 0.110 0.040 0.39 0.39 3.96 3.56 1.00 1.00 0.39 11.02 9.91 +1.20D+1.60Lr+050W+160H Dsgn. L= 4.00 ft 1 0.054 0.019 0.19 0.19 3.96 3.56 1.00 1.00 0.19 11.02 9.91 +1.200+0.50L+1.605+1.60H Dsgn. L= 4.00 ft 1 0.110 0.040 0.39 0.39 3.96 3.56 1.00 1.00 0.39 11.02 9.91 +1.20D+1.605+0.50W+1.60H Dsgn. L = 4.00 ft 1 0.054 0.019 0.19 0.19 3.96 3.56 1.00 1.00 0.19 11.02 9.91 +120D+0.5OLr+0.50L+W+160H Dsgn. L = 4.00 ft 1 0.110 0.040 0.39 0.39 3.96 3.56 1.00 1.00 0.39 11.02 9.91 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 4.00 ft 1 0.110 0.040 0.39 0.39 3.96 3.56 1.00 1.00 0.39 11.02 9.91 +1.20D+0.50L+0.205+E+1.60H Dsgn. L = 4.00 ft 1 0.110 0.040 0.39 0.39 3.96 3.56 1.00 1.00 0.39 11.02 9.91 +0.90D+W+0.90H Dsgn. L = 4.00 ft 1 0.040 0.015 0.14 0.14 3.96 3.56 1.00 1.00 0.14 11.02 9.91 +0.90D+E+0.90H Dsgn. L5p9 No. 1718A 0.040 0.015 0.14 VIASAT Stair 0.14 3.96 3.56 1.00 1.00 r44e 211P9 9.91 8/25/2017 Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.037 : 1 HSS 1.5x1.5x.1875 0.320 k 8.733 k +1.20D+0.50Lr+1.60L+1.60H 0.000 ft Span #1 Steel Beam File = P:\Pacific Coast lron\Viastate Stair - 17181A\Engineering\Calculations\viastate.ec6 ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Description: TYP Handrail Post F- REFERENCES' Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 f Material Properties 1 Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1.2) RE Span = 3.50 ft HSS 1.5x1.5x.1875 Applied Gadi - 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: L = 0.20 k @3.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.800: 1 Section used for this span HSS 1.5x1.5x.1875 Mu :Applied 1.120k-ft Mn * Phi: Allowable 1.401 k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.720 in Ratio = 116>= Max Upward Transient Deflection 0.000 in Ratio = 0 >= Max Downward Total Deflection 0.723 in Ratio = 116 >=100. Max Upward Total Deflection 0.000 in Ratio = 0 <100.0 [iMi fin u?n Fos - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiaMnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 3.50 ft 1 0.000 1.56 1.40 1.00 1.00 -0.00 9.70 8.73 +1.20D+0.50Lr+160L+160H Dsgn. L= 3.50 ft 1 0.800 0.037 -1.12 1.12 1.56 1.40 1.00 1.00 0.32 9.70 8.73 +1.20D+1.60L+0.50S+1.60H Dsgn. L= 3.50 ft 1 0.800 0.037 -1.12 1.12 1.56 1.40 1.00 1.00 0.32 9.70 8.73 +1.200+1.60Lr+0.50L+160H Dsgn. L= 3.50 ft 1 0.250 0.011 -0.35 0.35 1.56 1.40 1.00 1.00 0.10 9.70 8.73 +1.20D+1.60Lr+050W+160H Dsgn. L = 3.50 ft 1 0.000 1.56 1.40 1.00 1.00 .0.00 9.70 8.73 +1.20D+0.50L+1.605+1.60H Dsgn. L = 3.50 ft 1 0.250 0.011 - -0.35 0.35 1.56 1.40 1.00 1.00 0.10 9.70 8.73 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 3.50 It 1 0.000 1.56 1.40 1.00 1.00 -0.00 9.70 8.73 +1.20D+0.50Lr+0.50L+Wi-1.60H Dsgn. L = 3.50 ft 1 0.250 0.011 -0.35 0.35 1.56 1.40 1.00 1.00 0.10 9.70 8.73 +1.20D+0.50L+0.505+W+1.60H Dsgn. L= 3.50 ft 1 0.250 0.011 -0.35 0.35 1.56 1.40 1.00 1.00 0.10 9.70 8.73 +1.20D+0.50L+0.205+E+1.60H Dsgn. L= 3.50 ft 1 0.250 0.011 -0.35 0.35 1.56 1.40 1.00 1.00 0.10 9.70 8.73 +0.90D+W+0.90H Dsgn. L= 3.50 ft 1 0.000 1.56 1.40 1.00 1.00 -0.00 9.70 8.73 +O.9Dsgn. LOD+E+L f bNo 1718A VIASAT Stair 0.000 1.56 1.40 1.00 1.00 8.73 handrail anchorage Go 4 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.3 7/13/2017 Specifiers comments: linput data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry [in.] & Loading [lb, in.Ib] AWS DI.1 GR. B 1/2 het = 4.000 in. Design method ACI 318-14/CIP e, = 0.000 in. (no stand-off); t = 0.500 in. Ix x l, x t = 6.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 4000, f,'= 4000 psi; h = 5.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar z 00 : .. — S ------ \_ d for agreement with the existing conditions and for Page 23 of 29 Input data FL-9494 Schaan Huh is a registered Trademark ftIti ts, PROF A 8/25/2017 www.hilti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 7/13/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN 'Dv L%I Status Tension Concrete Breakout Strength 3103 4958 63/- OK Shear Concrete edge failure in direction x- 320 4389 -/8 OK Loading ON Dv Utilization DN,V L%1 Status Combined tension and shear loads 0.626 0.073 5/3 48 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 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 figures 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. 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Input data gçtju PROFIS agreement with the existing conditions and for RIWiVtY Page 24 of 29 FL9494 Schaan Hilti is registered Trademark i, 8/25/2017 GSSI Project Title: Engineer: Project ID: c: SS I Project Descr: Structural Engineers Printed: 25 AUG 2017, 11:05AM Steel Column File P:PacificCoast lron\Viastate Stair- 17181A\Engineering\calculations\viastate.ec6 ENERCALC, INC. 1983-2017, Build:10.17.8.24, Ver:10.17.8.24 KW-06009033 -Licensee : GSSI Engineers Description : Typ Col with lateral seismic load check column code References I supporting lower Calculations per AlSC 360-10, IBC 2012, CBC 2013, ASCE 7-10 level landing for Load Combinations Used: ASCE 710 lateral loads F General Information - - - Steel Section Name: HSS4x4x5I16 Overall Column Height 11.0 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 11.0 ft, K = 1.0 Y-Y (depth) axis: Un braced Length for Y-Y Axis buckling = 11.0 ft, K = 1.0 rAppliedTads - Service loads entered. Load Factors will be applied for calculations. Column self weight included 163.130 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 11.0 ft, Yecc = 2.0 in, D = 4.20, L = 11.0 k Axial Load at, E = 2.0 k k load at mid height BENDING LOADS... Lat. Point Load at 5.50 ft creating Mx-x, E = 2.0 k I DESIGN SUMMARY - Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4008 : I Maximum Load Reactions.. Load Combination +1.20D+1 .60L Top along X-X 0.0 k Location of max.above base 10.926 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 1.0 k Pu 22.836 k Bottom along Y-Y 1.0 k 0.9Pn 100.116 k Mu-x -3.748 k-ft Maximum Load Deflections 0.9*Mnx: 19.286 k.ft Along Y-Y 0.3652 in at 5.537ft above base Mu-y 0.0 k-ft for load combination : E Only 0.9 * Mn-y: 19.286 k-ft Along X-X 0.0 in at 0.oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.03105 : Load Combination +1 .360D+0.50L+E Location of max.above base 5.537 ft At maximum location values are... Vu: Applied 1.170 k Vn * Phi: Allowable 37.672 k E Load Combination Results - - oad Combination Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +1.40D 0.081 PASS 10.93 ft 0.002 PASS 0.00 ft +1.20D+1.60L 0.401 PASS 10.93 ft 0.009 PASS 0.00 ft +1.20D+0.50L 0.144 PASS 10.93 ft 0.004 PASS 0.00 ft +1.20D 0.069 PASS 10.93 ft 0.002 PASS 0.00 ft +1.360D+0.50L+E 0.302 PASS 5.46 ft 0.031 PASS 5.54 ft +0.90D 0.052 PASS 10.93 ft 0.002 PASS 0.00 ft +0.740D+E 0.296 PASS 5.46 ft 0.028 PASS 5.54 ft Maximum Reactions - -- - -- - - 1 Note Only non zero reactions are listed Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base © Top © Base © Top © Base © Top © Base © Top D Only 4.363 -0.064 0.064 -0.700 +D+L 15.363 -0.230 0.230 -2.533 +D+0.750L 12.613 -0.189 0.189 -2.075 +D+0.70E 5.763 0.636 0.764 -0.700 GSSI Job No. 17181A VIASAT Stair Page 25 of 29 8/25/2017 4 4 I 4 www.hilti.us Profis Anchor 2.7.3 Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 8/25/2017 E-Mail: Specifier's comments: I Input data Anchor type and diameter: AWS DI.1 GR. B 1/2 Effective embedment depth: het = 4.000 in. Material: Proof: Design method ACl 318-14 / ClP Stand-off installation: e, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: l x l x t = 7.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 4000, f' = 4000 psi; h = 5.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [lb, in.Ib] 1.2~00 - - _- , _Y_ Input data RJ PROFIS A+ 3O 8/25/2017 agreement with the existing conditions and , FL-9494 Schaan Hilti is a registered Page 26 of 29 4 iiIi www.hilti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 8/25/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values jib] Utilization Loading Proof Load Capacity tN I [%1 Status Tension Concrete Breakout Strength 3000 4067 74/- OK Shear Concrete edge failure in direction x+ 3000 6237 449 OK Loading ON Dv \ Utilization BN.V 1%1 Status \ I tension and shear 3 Warnings \-1 values OK for column Please consider all details and hints/warnings given in the detailed report! bracing Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 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 figures 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 calculation 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. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. dor agreement with the existing conditions and Page 27 of 29 PROMS A Input data FL-9494 Schaari Hilti is a registered Tradem 8/25/2017 Profis Anchor 2.7.3 Page: 1 Project: Sub-Project I Pos. No.: Date: 8/25/2017 Carbon Steel SAFEET 6/1/2016 1 5/1/2017 Design method ACI 318-14/ Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f,'= 3000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) * www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] 010 1. 1 -1111-y- Input data g. PROPS A 8/25 pg /2017 m cor agreement with the existing conditions and Page 28 of 29 OM FL-9494 Schaan Hilti is a registered Trade www.hilti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 8/25/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity DN 1v [%] Status Tension Concrete Breakout Strength 1000 4699 22/- OK Shear Steel Strength 1000 763k -/14 OK Loading ç Uti u ion IN,V L%J Status Combined tension and shear loads 0.213 0.131 5/3 OK 3 Warnings ______ Please consider all details and hints/warnings given in the detailed [TnChorage report! capacity at base Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 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 figures 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 calculation 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. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data rdor agreement with the existing conditions and f PROFIS A or,plausj FL-9494 Schaan Hilti is a registered Page 29 of 29 8/25/2017 MAIN STEEL El - OVERALL PLAN E2 - STAIR 1 ENLARGED DETAILS E3 - STAIR 1 ENLARGED DETAILS E4 - STAIR 1 SECTIONS A & B E5 - STAIR I SECTIONS C & D E6 - STAIR 1 SECTIONS E,F & G E7 - STAIR 2 ENLARGED DETAILS E8 - STAIR 2 ENLARGED DETAILS E9 - STAIR 2 SECTION A & B ElO - STAIR 2 SECTION C&D Eli - STAIR 2 SECTION E,F,G,H,J & K E12 - STAIR SECTIONS & DETAILS E13 - STAIR SECTIONS & DETAILS E14 - CABLE RAILING ELEVATION-1 E15 - CABLE RAILING ELEVATION-2 E16 - CABLE RAILING ELEVATION-2 E17 - CABLE RAILING ELEVATION-3 E18 - CABLE RAILING ELEVATION-3 E19 - CABLE RAILING ELEVATION-4 E20 - CABLE RAILING SECTIONS & DETAILS E21 - SCREEN WALL ELEVATION-5,6 & 7 E22 - SCREEN WALL ELEVATION-8 E23 - SCREEN WALL ELEVATION-9,10 & lb E24 - SCREEN WALL SECTIONS & DETAILS E25 - ELEVATOR ENLARGED DETAILS E26 - ELEVATOR ENLARGED DETAILS E27 - ELEVATOR & CANOPY ENLARGED DETAILS E28 - LADDER PLAN & ELEVATIONS. E29 - ELEVATOR SECTION A E30 - ELEVATOR SECTIONS & DETAILS E31 - ELEVATOR SECTIONS & DETAILS E32 BOLLARD ENLARGED DETAILS E33 - BOLLARD ENLARGED DETAILS E34 - BOLLARD ENLARGED DETAILS E35 - BOLLARD ENLARGED DETAILS E36 - BOLLARD ENLARGED DETAILS A & B E37 - BARRIER BEAM FRAME ELEVATION-12 E38 - CABLE RAILING ELEVATION-5 5.- FlU VIASAT BRESSI RANCH PARKING STRUCTURE P-I ERECTION DIAGRAM INDEX EO -3D COVER SHEET ANCHOR BOLTS AB1 - ANCHOR BOLT PLAN EMBEDS EMI - LOWER LEVEL 2 EMBED PLAN EM2 - LOWER LEVEL I EMBED PLAN EM3 - GROUND LEVEL EMBED PLAN EM4 - UPPER ROOF LEVEL EMBED PLAN EM5 - STAIR 1 ENLARGED DETAILS EM6 - STAIR 2 ENLARGED DETAILS EM7 - CABLE RAIL EMBED ELEVATION-1 EM8 - CABLE RAIL EMBED ELEVATION-2 & 3 EM9 - SCREEN EMBED ENLARGED DETAIL A EMIO - SCREEN EMBED ENLARGED DETAIL B & C EMIl - SCREEN EMBED ENLARGED DETAIL D EM12 - SCREEN EMBED ELEVATIONS4 & 5 EM13 - SCREEN EMBED ELEVATIONS-6 EM14 - SCREEN EMBED ELEVATIONS-7,8,9 & 10 EM15 - SCREEN EMBED SECTIONS & DETAILS EM16 - ELEVATOR EMBED ENLARGED DETAIL EM16 - ELEVATOR ROOF LEVEL EMBED PLAN EM18 - ELEVATOR EMBED SECTIONS &DETAILS EM19 - BOLLARD EMBED ENLARGED PLAN EM20 - BOLLARD EMBED ENLARGED PLAN EM21 - BOLLARD & BARRIER BEAM EMBED ENLARGED DETAILS ISOMETRIC VIEW These documents have been reviewed foe nenetai eonfonnanee with the design concept of the project and general compliance with the information given in the contract documents. Responsibility fr line dvign ainnwn ott these dneumntentn nests wills the intdividuol wlmmsse prnmlesaienol seal appears lteteon, Rrvinnnd by: Cl Dale: 09/07/2917 CDL? & TANNER, INC. DESCRIPTION ISSUED FOR RE-APPROVAL FOR STAIR ISSUED FOR RE-APPROVAL ISSUED FOR APPROVAL m CI) 0 z C,) 21.5) PACIFIC COAST IRON 00311 lomocho Rood Spring Volley, CA 91977 om m Contractor License #1412 (619) 461-9000 lox 161-9903 CONTRACTOR: VIASAT INC. PRINT RECORDS NO. OF PRINTS BUILDING: VBR PARKING STRUCTURE P-i APPROVAL SET ARP If! \\AL\\ LOCATION: 2456 Town Gordon Rood,Cod HOPobod. CaliforniaCelilorelo PLAN 1... INDICATES ELEVATIONS. ARCHITECT: IPD I ENGINEER: CULP & TANNER SHEET-NO. El DRAWN BY: RMP DATE: 07/0312017 JODNO. 1710 CHECKED BY: SGP DATE: 07/53/2017 OVERALL PLAN (REF:S2.01) DATE I aD aD aD aD c QD ED aD CUD Op EM25,E26 & EM27 FOR 3-0 15-0 18-0 18-0 18-0 18-0 18-0 J 18-0 18-0 18-0 18-0 18-0 18-0 18-0 j 11 BE E7 & E8 FOR ELEVATOR ENLARGED PLAN STAIR 2 ENLARGE c—•- r -- I ISEE E2 & E3 FOR 1 7 ! I -- I I STAIR 1 ENLARGE EL _._.4..j_._.. .JJii/,' f-c hi I I SEE E34 & E35 FOR 1X i iJ 0 1------L,----k* SEEE32&3FOR BOLLARDNLARGEPLAN BOLLARD E3 EMBED PLAN I I I I I - - - C-) Ix -.. I i I I I ji -.- I I ! ! I I zo I I I ! -----cD I ! \ R \ NOTE (E17&18) NO CABLE AT THIS S 9 AT LOWER LEVEL. 2. EL2) If \ \\ \\ 8l CLO \ \ \SCR - ZI ELO DETAIL P. 45/8 111 3-0 15-0 17-10 (CLR.) CMU WALL N / / N / N / N / N N .-.—....................... . ...... . ................. ..... M109 GUARDRAIL nA Bo' 1/8 9-6 1 C140 RSS4X4XSUA U/SEL90-l11A C139 HSS4X4XR/o U/S EL 290-11 'E 4101 6'101, 4-6 181, - I CL OF GUARDRAIL f (I/S STAIR WIDTH) 5-10 L CL .0 1BOL M138 GUARDRAIL cc -, o M200 PIP 6s _.l Li/S EL 290-9 S0 0 0 CD - w A. M139 (E6) Cc GUARDRAIL 10 71 \ ,RDR.AIL .—J \ —CL-11 09 M5 050_5 \ GUARDRAIL ZN U/S EL 290-9 0 _j i_1 i_1LOWERLEVEL2 I EL.290-9 '• ENLARGED DETAIL ENLARGED DETAIL STAIR 1 @ LOWER LEVEL 2 PLAN STAIR 1 @ LOWER LEVEL 1 PLAN (REF:2/A4.01 & CIS2.10) (REF:3/A4.01 & B/S2.10) PLAN NOTES: 1. INDICATES MARK END OF MEMBER. CMU WALL // N N ½ BD — N — — / I I I ENLARGED DETAIL STAIR 1 @ GROUND LEVEL PLAN (REF:4/A4.01 & F/S2.10) IIO OP fllfl VYILJ I fl) IPO CI ruin vvpij nj ENLARGED DETAIL STAIR 1 @ UPPER ROOF LEVEL PLAN (REF:5/A4.01 & E/S2.10) PLAN NOTES: 1. 0 INDICATES MARK END OF MEMBER. f F LOWER LEVEL 2 T.O. LANDING LOWER LEVEL T.O. LANDING GROUND LEVEL T.O. LANDING UPPER (ROOF) LEVEL 5-8 5-8 5-8 5-8 (10 RISERS @±6 13/16'EA.) )10 RISERS @±613/16"EA.) (10 RISERS @±613/iEA.) )10 RISERS @±6EA.) )10 RISERS @±61 EA.) (10 RISERS @±613/16EA.) ca Z L 3 30 30 cn 77/16 Cc an 02 7746 7 16 .- IF 1 I I ]fl ° /F - - 8 -o 1½ T-0 z Orj 37 I I 3-0 I 3-0 L 3-0 ii II ___ ____ __ r t i CD TYP Gco J \\_ C) 77/16 f1\ 7/i 'k\70 En 7 /16 - F CD ca T CM 37 3-7 3-7 C, 5-8 5-8 L 5-8 5-8 5-8 5-8 (10 RISERS @±613 6"EA.) (1O RISERS @±613/16"EA.) (1O RISERS @±613/isEA.) EL290-9% EL296-55, EL302-1% E1307-9% EL313-5 EL319-1% EL324-9 LOWER LEVEL 2 T.O.LANDING LOWER LEVEL 1 T.O.LANDING f GROUND LEVEL T.O.LANDING UPPER (ROOF) LEVEL EL290-9% EL296-5% EL307-9 EL319-15 LOWER LEVEL 2 T.O.LANDING T.O.LANDING T.O.LANDING 5-8 11-4 11-4 PLATE PLATE 5i, 2'-9 i! 0 OR - n- -drmc) , f-----:•---- E-----:- ----•-- 0' ___ ___ ___ dr dv th ca No 4.4 - I------I ---...... ----------- -------- ----- ---------------------- -....... --- ----- -.... -------- ........... -....................... -............. -----------------lol U U t ) (U 000 0 ZO pp co 5 (1) —1 '4'_ - - c ;.fl m --,--- 0' -D t 13 RIM SNOISIA2bJ 1:;:: crvp@ 3LOCS) SECTION E-E (E12) UNDER STAIR RAILING (REF:13/A4.21) DET.5 (TYP @ LOGS) (E12) SECTION G-G (REF:1 3/A4.21) 10-6 1-14 rM138 / GUARDRAIL -J LU .-.-.---.-.-.--- ---------.-.---.---.---.-.---- I - ___ i IT.... •.4:j- H. -L : I --- (TYP @ 4 LOGS) SECTION F-F (E12) UNDER STAIR RAILING (REF:1 3/A4.21) CL. OF POST 9-8 iEL RETAINING WALL BY OTHER ENLARGED DETAIL STAIR 2 @ LOWER LEVEL 2 PLAN ENLARGED DETAIL STAIR 2 LOWER LEVEL 1 PLAN (REF:1/A4.02 & C/S2.1 1) (REF:2/A4.02 & B/S2.11) FE PLAN NOTES: 1. INDICATES MARK END OF MEMBER. ENLARGED DETAIL ENLARGED DETAIL STAIR 2 (@ GROUND LEVEL STAIR PLAN STAIR 2 (@ UPPER (ROOF) LEVEL PLAN (REF:3/A4.02 & A/S2.11) (REF:4/A4.02 & F/S2.11) PLAN NOTE: 1. INDICATES MARK END OF MEMBER. BACKOF 101 7-01 12 EDGE OF _________ POST. CHANNEL CC.12)1i LU > M112 GUARDRAIL% I 209 IS J EDGE 9L . -... .. POST & COL. 554 . /W -11! Ml 20 STAIR 00 GUARDRAIL I Q I 12 8_01 V VI 1111111 I II I I 0 AØ111HH Vjj_L [Li 1J1.9TDS011 EA) I UII H Vt U' j-, Iq / ILL!,r P146 1'fWI—PIlWI I F2 i rM114 W I, GUARDRAIL -]iriiI II II IF I IF huh —_-- )LJ IIIV liii LU LU TREAD iIII IF III IF II IlhiliF IL'>' \ \_ ATE145 \.DE[.1 F142 FRAME !____::S..SsRlL.I IhV I 11111 . 1 011111 1100 0 \ "—P149 (E12) I I I IJI I1 iHIIHIIL TREAD TREAD M103 A, I STAIR M103 w 00 STAIR DO 12 1 ' 12 , id .............. TRDj 2-2 8-3 4-6 1½ w iM111 7 GUARDRAIL b1-ik1IIIIIIL ' 3 (9TREADS@ 11 EA.) (LANDING) 01, 44 - - ,M1O6 I STAIR GUARDRAIL (9 TREADS (g) 11 PLIk-X48 1), P146 4 LU i J. GUARDRAIL 14 ILL . TREAD t irn V P Vi P145 .LU F142 - 8-3 8s101 10011 - PLATEL P149 P148 —' M103 9TREADFRAME 11 EA. V II VI-IlI 111111 LV' - TREAD W 4-1 TREAD STAIR FRAME ' (B/B) M103 STAIR - cc 1w = 12 cc (LANDING) (BIB) Lu M129 _____ Ui LU 1g GUARDRAIL -I ff 1-4 - NO. DESCRIPTION DATE DR.BY 428/S. S 2-2 '-Mill — GUARDRAIL .s..\ B ISSUED FOR RE-APPROVAL 08/22/2011 RMP SOP (9 TREADS 11'EA.) (LANDING) . " ISSUED FOR APPROVAL 00112017 RMP SGP 105 A PLATE TREAD Fl 42 I p,i.g V,,11cy, lima CA 91977 FRAME Contractor License #441',12 TREAD c4 P147— TREAD (619) 461-9800 Fnx 461-9905 CONTRACTOR: VIASAT INC. RECOR DS NO OF PRN-TS DATE STAIR F142 FRAME 9 @) 9 4'-1 5 M101 BUILDING: cr cc p LOCATION: 2456 T~ Garden Road.Cadshad. Caldomia SHOP C138 HSS4X4X,~a co FSLAB ARCHITECT: IPD ENGINEER: CULP & TANNER SHEET - NO. E9 DET.5 1 (10 TREADS @ 11' EA.) (LANDING) (LANDING) (10 TREADS @ 11 EA.) DET5 I LOcS) DET.4 SECTION A-A SECTION B-B )E12) (REF:2/A4.11) (REF:2/A4.11) )E12) DRAWN Or. RMP DATE 07/03/2017 1710 CHECKED BY: SOP DATE 072)322017 w > w H 0 4 CL Lu LL cc cc - w cc 0 w E o - M121 GUARDRAIL nm 1-3 EDGE OF 1-0 POST 1 1 DET.12 F (OPP.) p (E12) 4-1 U- W (B/B) (9 TREADS @ 1V EA.) M122 -\\ GUARDRAIL ilI W11 1L r1 GUARD I ___ -2 M T IM L CL. OF .f12l/4 10-4 2'-5N POST 1 M135 - . . . . . GUARDRAIL un I LU w PZ. 0 U-- 0 cc ::. IQ- 2'-5½ 2'-5½ 2'51 2'51 M126 .LU LWJ U Iffi [ lffil 2'-53/8lSl5/iE CL. 2 ¶ POST -. . i__.• ___________________________________________ i M132 . . .. MCI2XIO6 GUARDRAIL . - I 46 PL X48 U I ,' rM14O UX4SIU LDE /_GUARDRAILL T.12 DET.12 )OPP.) (E12).T- (E12) I P158-, FT-- I----- I PLAX5 - uJ - CL.6F.1'-9 14, L 2'-15/8 1, 2'-1% 2'-15/8 2'-15,1b --- Pbs ILMIll GUARDRAIL I T1[ fiH fiR' I 1 CL. POST 71 GUARDRAIL .-• P146 \-Mc12x1S.6 P145 ' M136 FL 6X45 CI PI-1/8"X48 CI JGUARDRAIL rLhñ H = IS P158 1.1 I!IH T- - --. PL½X5IT •• -ol SI tj.L_LJ.0 -. F- Io - - - - • tI. _±i NO. DESCRIPTION DAIS DR. BY APPS. CL OF __1__9 4 2__1~ 2__1~ 2__1~ 2__1~ - '\_DET_5 B ISSUED FOR RE APPROVAL Ol/2212017 RMI SGP POSJ . Mill I crvp @ .-'-: •. . A ISSUED FOR APPROVAL 08/0112017 RMI SGP GUARDRAIL 6 LOG'S) . •. : Ill I -- (E12) — 111111 UIIL RIIH UllU _ k COAST IRON — . . .: . FE / 90)11 .IArnSAIIA __PACIFIC . A Sp C II (lo 919 77 ______________________________ J!iioa g y _____________ tract 1 #44 12 P146 \._ M012015.6 P145 PL1AIS48'CI - N M133 (619) 461-JSIIQ FAx 468-990.., GUARDRAIL . CONTRACTOR: VIASAT INC. PRINT RECORDSPRINTS NO. OF DAIS -. --'. BUILDING APPROVAL I - VBR PARKING STRUCTURE P-i i. DET. APP. C138 \ 1'• .. I> LOCATION, 2456 Town Garden Rod.C,lsbd, CAlilonlIA SHOP ________ ARCHITECT:IPO _ENGINEER: CULP&TANNER SHEET-NO. SECTION D-D (E13) SHAWNEE AMP DATE 57/53/2017 (REFA/A4.1 1) CHECKED BY: JOB 1710 SOP DATE, 57/03/2517 cn m C) 0 z rT' m [ L :r - EL3O2-1 LOWER LEVEL I EL302-3½ 1.0. CONC SLAB GROUND LEVEL EL313-7% T.O.CONC.S LAB 11-4 L 2 10½ 51 3.-7 lot JPPER (ROOF) LEVEL EL324-11 T.O.CONC. SLAB LOWER LEVEL 2 CD __ m o I rMMr m w 5 EL302-3½ T.O.CONC SLAB _JOO h'm Vk I L mmm o - -- - (J) 1 Fr T11 EL290-9% T.O.CONC.SLAB ) C 2-9 !_E1324-95 - 3-7 UPPER (ROOF) LE' EL313'-75 6L324-11½ T.O.CONC SLAB A. 0 mini ID Tm 5 2-9 5 - { T-7 01 EL324'-11½ T.O.CONC SLAB IT OF POST POST PER PLAN LU STAIR Lo I 2 2 2LOCS 6 XPANSION ANCHOR 4 "3/4 LONG. CENTER LU CC N SLOTTED HOLE.) 2STAIR Ui FRAME J PER PLAN 4'-1 TREAD PLATE THICKENED SOG POST > PER PLAN PER PLAN 3 SIDE FRAME STAIR TO3 STAIR PER PLAN TYPICAL LANDING PLATE TO FRAME FRAME . ... I CONNECTION DETAIL . F TYPICAL HANDRAIL TO STAIR DETAIL 2 SECTION DETAIL DETAIL 5 DETAIL 1 (11/A4.20) (7/A4.20) 2 STAIR GUARDRAIL- 2STRINGER RAIL PER PER PLAN GROUT AFTER STAIR INSTALLATION TYP>_ 3h6 I I GUARDRAIL PER PLAN - - 3A6 —T 7 ER PER PLAN STAI GUARDRAIL I I STRINGER 3A 6 GAP STAIR PER PLAN IL R GROUT AFTER , LER ON 0 INSTALLATION G 11I? 3/16 3A6 SIDES PER PLAN 5 I 2 ANGLE I PER 3 SIDES FRAME PLAN 3 SIDES TYP SECT ION 6 SECTION TION 8 I9T101 l 9 [ILiO 4.2 NO. DESCRIPTION DATE DR. BY APP12 20F POST . . a ISSUED FOR RE-APPROVAL 08122)2017 RMP SGP A ISSUED FOR APPROVAL 08/0112017 RMP SOP IOF POST /16 11 11/2 11/4 3½ 4 COLUMN z LU PER PLAN 2 Ui 0 BOLT) 7 ½ 2-0-A 9098 - PACIFIC COAST IRON - - 1111! cijc oat CA J.—h,, n,r .J.—h,, 91977, rPOST (519) 461-9000 P40 461-906)) PIPE POST HSS POST ____________ --- I/%4 2i) ½" DIAx4" -' / I PLATE CONTRACTOR: VIASAT INC. PRINT RECORDS NOOF FRUITS DATE BUILDING: VBR_PARKING STRUCTURE P-i APPROVAL 08 TEA j \N TVI' APP. EMBED PLATE ½ DET. N_V. LOCATION: 2456 T G d R d CUllob 4 C IA . . . . SHOP 2 4 1/4 H _ fE ff/,O1- GULP & TANNER SHEET NO. - 14 ARCHITECT: IPO ENGINEER: E12 DETAIL ii DETAIL 1 12 1 13 1710 CHECKED BY' 16 GROUT AFTER STAIR INSTALLATION 3 SIDES 3h6 3/16 LU STAIR PER PLAN ~V4 51/4 U, 0 Q. -. A. 0 flL POST - JI-r-'3 SIDES CJp 3/16V \ Uj cc 0 EMBED PLATE u2U-i 45 :1 I I AFTER STAIR OF POST DETAIL 114 SECTION 115 (E/S5.02) :.iujrii 16 (E/55.02) I DESCRIPTION DATE OR BY I APPO., ISSUED FOR RE-APPROVAL 08/2212017 RMP SGP ISSUED FOR APPROVAL 08/01/2017 RMP SOP In (I, 0 z U, PACIFIC COAST IRON Q2 m 0030 JanYOEI8a Road Spring \'oliey. CA 51977 Contractor License #443782 (689) 461-9500 Fax 451-9905 CONTRACTOR VIASAT INC. PRINT F R NO*OECORDS PRINTS BUILDING. VBR PARKING STRUCTURE P-i APPROVAL GET I . P. LOCATION 2456 Town Garden Roed.Carlebad. California SHOP ARCHITECT/ IPD ENGINEER: CLILP&TANNER SHEET-NO. 8/13 DRAWN BY: RMP DATE/ 07153/2017 - JOBNO. 1710 CHECKED BY: SOP DATE 07/03/20/7 iD op cD UD ciD OJ Ei ED ED SEE EM16 & EM17 FOR gI 15-0 1, 18-0 18-0 18-0 18-0 18-0 18-0 L 18-0 IL 18-0 i, 18-0 f 18-0 18-0 18-0 ELEVATOR EMBED PLAN I I I I I I -i --i-r[111F:L'-F H—HI-4 STAIR 1 EMBED PLAN X I $.+=• ------------- so I. SEE EM2O FOR ( X ------I:---- SEEEMI9FOR BOLLARDEMBEDPLAN x IX X X I I BOLLARD EMBED PLAN --4--- -. —" ... ----•-----.-4-----p—.---.-----_ I I' STAIR 2 EMBED PLAN .. I I i i I i/if I I I I f/I I! I i I III 1 15 \ _1io - . _1:-+___ - - -_._f;1;).==:.:=:_:T::ft( 1 1 . EMBED PLATE 48 1 . EL 292-11 she I I I as - I . 1, EM105 \ •5 S EMBED PLATE S I 5 ' \ EL.28BTE SIN ..- S •I / DET.E S \ )_-• \\ 15 - DET.B BOLLARD EMBED PLAN :E 21 1' - 15 \----.___ i\ JSEEEM1O _._-_-_-_._---_._-_-_._ _ =I_._.-_ -J_--_----------- --- ____ ciii2 \011, No SEE EM21 FOR - - - - BARRIER BM EMBED PLAN — — — — 184 : cI3 \ \ -\ ---..--. LOWER LEVEL 2 EMBED PLAN (REF:S2.01) fE N. I8cI ))so)) ARCHITECT: io I ENGINEER: CLILP&TANNER SHEET-NO. EM1 DRAWN BY: RMP DATE: 06/23I2017 JOBNO 1710 CHECKED BY: SOP DATE: 06123/2017 DESCRIPTION DATE ISSUED FOR RE-APPROVAL FOR STAIR ISSUED FOR RE-APPROVAL ISSUED FOR APPROVAL our PACIFIC COAST IRON mmig 9038 .105100110 Rood Spring Volley. CA 91977 Contractor License #447I2 (619) 161-9000 lox 161-9900 CONTRACTOR: VIASAT INC. PRINT NO OF RECORDS PRINTS DATE BUILDING VBR PARKING STRUCTURE P-i APPROVAL DET. VJ'P. LOCATION: 2456 Tows Garden Road,CA,lsbod. California SHOP M EMS EM116 •-'\ (B3gIE \ :-io \ EMBED PLATE - \4 EL.3000 h .1 ' \\ \ •_ '. 'II \ ' \ _-• \ •-1 \ - \ - \\\ - , E ap Op T ciD D c ci up u cD c SEE EM1B & EM17 FOR 3-01 15-0 18-0 18-0 18-0 18-0 18-0 18-0 18-0 18-0 J 18-0 L 18-0 18-0 18-0 [ SEE EM6 FOR ELEVATOR EMBED PLAN I 1 { STAIR 2 EMBED PLAI D t9d . I SEE EM5 FOR I I ill / I . STAIR I EMBED PLAN I I I --- IIIII d I I- SEEEM19FOR I LU 1 L3 CL.OF EMBED PL. I SEE EM20 FOR X I F • BOLLARD EMBED PLAN I •L. - * X I BOLLARD EMBED PLAN ! I I ! I ! ! ! I ! I ! I ! ! I I I I I ! ! — — ! ! I I I I I I I I I i ! I I \ I ! ! ED PLATE 00111 1e - I I EMBED PLATE ! / I105 I BED PLATE - EL3000S - _• ELM. 300~10 5A6 Ems EMBED PLATE ok I i i I j !i ?••••" •- • DET.B I • I I DET.A I I • I /SEE io • I --i- / --09 ------ ---I s N -•-- --- / ' _-_- -f---------• • \I __--I I i I •- I I [ - - SEE EM21 FOR BARRIER BEAM EMBED PLAN — - 91 I o --D LOWER LEVEL 1 EMBED PLAN (REF:S2.02) (IEZOP C~D ciD 16 C) CliD C SEE EMI6&EM17 FOR ELEVATOR EMBED PLAN 1 1 1 1 1 I 1 I 1 1 SEE I EM6 FOR PLAN C _____ -t I I I I ---------------------------------------- 2 i I it I SEE EMS FOR i1i STAIR 1 EMBED PLAN i - I I i i .---------- Ull.iffi_ -- H --j---------------..•-•-. I I I SEE EM20 FOR I L I I --— X-g I XI SEE EMI. FOR I ;X I BOLLARD EMBED PLAN BOLLARD EMBED PLAN -j• - bo iI I I ! ! ! 1 co I I I I ! ! U 1 I I I I I I I I ...... . ..... I I ii i I il IIII. N II !ItI.IIIIIIII.I E 9 \\\\\\\\EMBED PLATE EL-2 EML 311 T8 7k T I I I I I i I I I D0.ATE N .EL. 312o I I I I I ! ! ! I I . l'J I I I I I I I I I I I \\ t\:tt ttffth GROUND LEVEL EMBED PLAN (REF:S2.03) CUEZ aD cD @D cD cJ D D Up qD SEE EM16 & EMI7 FOR 3-0 15-0 18-0 18-0 L 18-0 J 18-0 18-0 J_18-0 18-0 _18-0 _18-0 _18-0 __18-0 J 18-0 j I SEE EMS FOR ELEVATOR EMBED PLAN 1 1 1 ] I I SEEEM5FOR I I -STAIR I EMBED PLAN I I I I I I I g -. -=- '-xi--- I I ! I Ix x. I i SEEEM21 FOR I I I I I I I 1 I SEE EM2OFOR 4'I i BOLLARD EMBED PLAN X I - I I BOLLARD EMBED FLTANT I ! ! ! ! ! ! I ! :iiiiii i ! I I I I I I I I I! ------------------- EM154 ••-.. __-!-rEM154 EMBED lB 323r7 EMBED PLATE EL. j I E BE PLATE ELM 323N EMBE PLATEI 32D ------- EM154 EMBED PLATE EL323-_4B -f\-tij -j---I--i1 ._.\ I i I I I i I NO UPPER (ROOF) LEVEL EMBED PLAN (REF:S2.04) ENLARGED DETAIL STAIR 1 @ LOWER LEVEL 2 EMBED PLAN (REF:2/A4.01 & C/S2.10) ENLARGED DETAIL STAIR 1 @ LOWER LEVEL 1 EMBED PLAN (REF:3/A4.01 & B/S2.10) ENLARGED DETAIL STAIR 1 @ GROUND LEVEL EMBED PLAN ?10 (REF:4/A4.01 & F/S2.10) ENLARGED DETAIL STAIR 1 @ UPPER ROOF LEVEL EMBED PLAN (REF:2/A4.01 & C/S2.10) GROUT AFTER STAIR co --T l—T- INSTALLATION Clz 5" SLAB EMBED PER PLAIr ANGLE CONC BEAM SECTION 1-1 (REF:K/S3.85) 2 2 EMBED PLATE t t3½ PER PLAtF II COLUMN EW iif_______ T!T IrHSSOA PIPE I POST Lu ~EMBED • • PER PLAN EMBED PLATE -\ W 0 PERPLAW \ • w • PLATE t. SECTION 2-2 (REF:DET. BY PCI ENGG.) TYPICAL EMBED AT HSS & PIPE POST CONC WALL;~ ct. OF \0 "6-EM203 - w \ EMBEDPLATE \1 EL32411A EM203 EMBED PLATE - 0 - EL.324'-11l Aj cv EDGE OF / EMBEO 1014 / 3- EM203 LATE I EMBED _P_ / EL 324..'J% EM130 ISTAIR2I EMBED ANGLE EL. 324T108 LL '. . & EM203 EMBED PLATE - 30 EL324q1% C.) 30 2L101, EM203 EMBED PLATE 4•-5 EL324115A - 3 CL. OF EMBEOFL 22 EMBED PLATE PER PLAO HSS OR PIPE POST z> w EMBED PLATE -\ ! PER FLAT) . w E ENLARGED DETAIL STAIR 2 (a) UPPER (ROOF) LEVEL EMBED PLAN (REF:4/A4.02 & F/S2.11) TYPICAL EMBED AT HSS & PIPE POST < STAIR 13 z GROUT AFTER STAIR INSTALLATION ( 1 EMBEDT).ANGLE PER PLA - SECTION 1-1 (REF:EIS5.02) 31 —COLUMN oJ EMBED PLATE PER PLAN PLATE SECTION 2-2 (REF:DET. BY PCI ENGG.) PLAN NOTE: 1. DIMENSIONS ARE FROM CENTRE OF EMBED PLATE. I EMBED PLA EL 230 CL .O EMBED L - 214 -t-- ----- 2'-8114 74 CL 4- EM203 EM EMBED PLATE EL. 290T9TB -- -_-_ 3- EM203 EMBED PLATE - EL29O_-9R -- CL / 2- EM203 L. EMBED PLATE -. CL OF - ---_._. .- -- EL29D93N EMBED PL _-_--_--_-_-__-_--_-_--_ 4'- 14 6-63/4 LI. ENLARGED DETAIL STAIR 2 @ LOWER LEVEL 2 EMBED PLAN J (REF:1/A4.02 & C/S2.11) WALL LI.! /rEM203 ,'-EM157 D--- - --------------------o - 01w / / EMBED PLATE / EMBED PLATE EL313'TTN / EL 313- - - TTE' I I 6- EM203 dlo EMBED PLATE 1w EL. 31377% / 1w - ISTAIR2I . - 2- PACE OF EMBED 11Ll4 ID-: CL. OF EDGE lO'414 OF S- EMB60 FL ANGLE 1014 g:w /7 EM150 EMBED ANGLE . EL. 3136'A - - -: EM203 co -- EMBED PLATE :- EL. 30 LL Lu - - EM203 —I 9 - EMBED PLATE EL3l3TA EM203 - EM BED _PLATE EL313-23A 4- CL. OF r. EMBED ,DL ENLARGED DETAIL STAIR 2 @ GROUND LEVEL EMBED PLAN (REF:3/A4.02 & A/S211) Lu IN 0 w ci: I I— na103 BILL OF MATERIALS ADVANCE BIL.I_ I DIV I I MARKS I DESCRIPTION I I I LENGTH I I REMARKS I I WEIGHT I (Es) 12 IABI03 HEADED-ANCHOR-8 I IIEPIIIT 00 114.7 12 ABI03 IAB5I8 11-1.F1554-36 10.7 24 sal 03 5/8_HEAVY_HEX_NUT 0' S2E 2.8 24 wa102 5/8 WASHER ID' I A490 S2E 11.3 PAINT. NO PAINT OPEN HOLES: BOLTS: WELD: STEEL t3/l6 0 TYP U.N.O 3/4 0 TYP U.N.O SEE DETAILS 12-HEADED ANCHOR BOLTS -AB1 REV. I DATE I DESCRIPI1ON PACIFIC COAST IRON 90313 J.-h. I/ood ContrRetorL/ense #44712 10101 401-03100 Fox 461-9500 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR: VIASAT INC. REP, DWG: AB1 ENGINEER: CULP & TANNER DETAILER: TT ARCHITECT: IPD DRAWN: ppp EMS: RKP 108 10,: DWG. NO.: DATE OE/27/2017 DATE: 06/27/2017 1710 103 BILL OF MATERIALS ADVANCE I DESCRIPTION REMARKSBILL 4 LENGTh WEIGHTOTYMAP/IS L14.2 IPl04 TEMPLATE EPBII I 4 1 P104 PLI/8"XIO" 10-10" IA36 114.2 4-TEMPLATES - P104 PAINT. NO PAINT OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 9/40 TYP UPJO SEE DETAILS C 102212017 1 ISSUED FOR RE-APPROVAL 8 08/0112007 ISSUED FOR RE-APPROVAL A 08/28/2017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON - 901/6 OTmoTho I/Cod CotrAetorLine444712 (61e) 460-91100 Fax 461-9900 PRO/EAT. VBR_FARKING STRUCTURE F-i DESCRIPTION: CONTRACTOR REF DWO VIASAT INC. AB1 ENGINEER: CULP & TANNER DETAILER: TF ARCHITECT: IPD DRAWN: jopp ONE: RKP 40990.: DWG. NO. DOTE. 06/27/2017 DATE: 06/27/2017 1710 104 4'-7 /16 1 o5/8 i. NO GALV ------------------- 'i 117 (F/S) (7 REQ"D) THIS FACE ------------------- (13 REQ"D) 7 /8 6@1'-6=9'-O 1!8 10@1 013/16 = 9'- 0 1/8 10'- 2 3/4 2-EMBED ANGLES - EM117 BILL OF MATERIALS ADVANCE BILL I OTT' MARKS DESCRIPTION I I LENGTH I I REMARKS WEIGHT 2 )EM117 EMBED_ANGLE V*%WdB(SXPAlq SE 287.0 2 EM117 L5X3-112X1/2 10-2 3/4 A36 1278.5 26 I ma117 #4 l3-10' lATHS 0.0 14 I TIM l7 STUD_5/8-DIA Io.S IA108 520 18.5 - - - - . — '-S # IS IS 4 I F' 4 1 I' 6 4 6 /8 , NO GALV. THIS FACE ,, 4 PAINT. HOT-DIPPED GALVANIZED (SSPC PM 82) OPEN HOLES: BOLTS: WELD: STEEL: 13/16 0 TYP U.N.O 3/4W 0 TYP U,N.O SEE DETAILS A-A GALVANIZED I I C 0812212017 ISSUED FOR RE-APPROVAL SHOP NOTE: B 0810112017 ISSUED FOR RE-APPROVAL A 062812017 ISSUED FOR APPROVAL REV, DATE DESCRIPTION PACIFIC COAST IRON 85311 Jomoeho hood Sprio SoIIo, CA 91977 Goot,-o,tor Lioexse #44?12 shIll 461-9000 Fox 461-9905 "FIELD CUTTING OF HOLES FOR CABLES,B'Y' OTHERS ( NOT M)" : PROJECT VBR_PARKINGSTRUCTURE P-i DESCRIPSON: _______________________________________________ PER E/S5.02, WHERE REQUIRED, 3" 0 HOLES FOR PT CABLES SHALL BE CENTERED BETWEENARCHITECT: STRINGERS CONTRACTOR: VIASATINC. REF. DWG: EMS ENGINEER. CULP & TANNER DETAILED. TF IPD ''h' DATE: 06/27/2017 ORE RKP I DATE. 06/2712017 JOB 1710 DWG NO 117 4 /8 NOGALV. THIS FACE A] EM122 ------------------- (7 REQ"D) 1 /8 ------------------- 122(FLS)_ (4 REQ"D) 4 A , _] (TYP) 3@1 '-6=4-6 5@1 1/4=4'-1O/4 5'-2 ONE -EMBED ANGLE - EM122 6 /8 NO GALV. THIS FACE 6 @ 3/16 PAINT. HOT-DIPPED GALVANIZED )SSPC PAl 02) OPEN HOLES: BOLTS: WELD: STEEL: 13/16 0 TYP U.N.O 314 0 1YP U.EJ.O SEE DETAILS ni .4 BILL OF MATERIALS ADVANCE BILL 01K MARKS I DESCRIPTION I LENGTH I I REMARKS I WEIGHT I I EM122 I EMBED ANGLE I IE1.0G8LYI2JSO8KPKI& SO I 72.8 I I EM122 LW-1=1/22 5-2 ASS 170.3 7 I ma122 IN 1A706 10.0 4 I ,ob122 I STUD_R/8-DIA I E-6 IA108 S2E 12.4 - -s .1 I s 4 I f' 1 I SHOP MOTE. C 08/2212017 ISSUED FOR RE-APPROVAL B 08/01/2017 ISSUED FOR RE-APPROVAL A W2&2017 ISSUED FOR APPROVAL GALVANIZED REV. DATE DESCRIP11EN PACIFIC COAST IRON "FIELD CUTTING OF HOLES _________ VAIlly. FOR CABLES ,BY OTHERS U—se #441,712 1619) 461-0000 FTC 461-9901 (NOT PCI)" PRRAECT VBR_PARKING STRUCTURE P-i PER E/S5.02, WHERE REQUIRED, CONTRACTOR VIASAT INC. REF .DWG: EMS 3" 0 HOLES FOR PT CABLES SHALL BE CENTERED BETWEEN ENGINEER: CULP&TANNER RETAILER TF STRINGERS r.A~.06/27/2017 EKE: REP RATE: 06127/2017 1710 122 I- ^Q/- 4 I I' 41 f' f' NO GALV THIS FAC' 1 C gii BILL OF MATERIALS ADVANCE BILL I OTT I I MARKS DESCRIPTION I I LENGTH I I REMARKS I WEIGHT I EMISO EMBED ANGLE I E1SEYS12E&PAII RE 74.5 1 5-3 1/2 A36 172.0 7 ma130 #4 3-0 IA706 0.0 4 Imb130 STUD_5/8-DIA 0-6 AIDS S2E 2.4 SHOP NOTE: GALVANIZED "FIELD CUTTING OF HOLES FOR CABLES,BY OTHERS (NOT PCI)" PER EIS5.02, WHERE REQUIRED, 3" 0 HOLES FOR PT CABLES SHALL BE CENTERED BETWEEN STRINGERS 5@ 1 '-O=5'-O ------------------- 13Q(Fi)-) /(7 REQ'D) CEM13O ------------------- (4 REQ'D) j A (TYP) 391'-6=4'-6 L5X3-1/2X1/2 x 6..31/2 ONE - EMBED ANGLE - EM130 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: I WELD: STEEL: 13/16"0 TYP U.N.O 3/4"0 TYP U.N.O SEE DETAILS R— I DATE I DESCRIPTION PACIFIC COAST IRON ng V,11,y. CA 91977 _______________ (.otoTtorLTSense#447L2 4R AIR) 1-EII00 F. 46I-9905 PROJECT: VBR_PARKING STRUCTURE P-1 7 VIASAT INC. HER OWE: EMS ENGINEER: CULP & TANNER RETAILER: TF ARCHITECT: IPD BRAWN: ppp CMX: RKP JOB AS.: OWE. NO. 1710 130 DATE: 06/27/2017 OATS: 56127/2077 1/4 NOGALV 65/8 THIS FACE 6 @ 3/16 43/4 A-A BILL OF MATERIALS ADVA BILL NCE OTY MARKS DESCRIPTION LENGTH REMARKS PIEI NT I C137 COLUMN MWEHAVAMOKPAII14 SOE 485.8 1 C137 HSS4X4X5/I6 28-5 1/4" A500-OR.B 526 446.1 3 aaI37 L3X3X1/4 0-3" A38 3.7 3 a6137 L3X2-1/2X5/16 0-9" A36 124 3 ac137 L3X2-1/2X5/16 0-6" A36 8.3 1 p037 PL!/2X1O" 0'-IO A572-GR.50 14.2 1 p4137 PL1/4"X4" 0-4" A36 1,1 k,3 : -''- 137 It t4 TYP 16-1½ 3 IDES 41 i13/i6 2751 5'013/16 B 162½ (TIP) (TYP) 1/4 ac137 1 3 SIDES o aal 37 1/4 <TYP TYP ab137 B-B PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS ONE -COLUMN -C137 A I 07/100017 I ISSUED FOR APPROVAL REV. DATE DESCRIPTION I[SHOPNOTE: GALVANIZED SEAL ALL WELDS PACIFIC COAST IRON 0038 Jomooho hood I - Spr CC \'oll3. CA VI VAT (o,lIroLor Lienoe #417713 (C'19)4P.1_9800Foo 151-5507 PROJECT VBR_PARKING STRUCTURE P-i DESCRIPTION: COIOFRACTOH:ASAT INC REF DWG: 670 ENGINEER: CULP & TANNER DETOILER: TF ARCHITECT: IPD DRAWN: PPP I CUR: RXP I JOB NO,: I DWG. NO.: DATE: 06/27/2017 DRTE:06/27/2017 I 1710 I 137 2@ /16"ø ci:7 ia138IN/S)D OLE aa138IN/S() /2@9h6"0 \JTHRU HOLE 8(N/I 01/ 1T - _ _________ bl 28. .3 75,,41-B 3 NO PAINT 4\€B 10'11 2851/4 EL290-111/9 EL319-51/8 28-6 (HSS4X4X/16 0 28-51/4) A-A BILL OF MATERIALS ADVANCE BILL CITY MARKS DESCRIPTION LENGTH REMARKS WEIGHT (ft) 1 C138 COLUMN NffaffEDG4YAMMKPAIIZ S26 4780 1 C138 HSS4X4X5/16 28-5 1/4" A500-GR.B SOE 446.1 6 aa138 L3X2-1/2X5/16 0-6" A36 16.6 1 paI38 PL1/2"XIO" 0-10" A572-GR.50 14.2 1 pb138 PL1/4"X4" 0-4" A36 1.1 3 SIDES TYP 1/4 aa138 B-B PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS ONE - COLUMN - C138 SHOP NOTE: B 08111/2017 ISSUED FOR RE-APPROVAL A I 07/106017 I ISSUED FOR APPROVAL GALVANIZED REV. DATE I DESCRIPTION SEAL ALL WELDS PACIFIC COAST IRON 11130 Jornocho 11004 - Slc105 VIIc3 (A VISTA Conlr odor Li—n- #41A712 (1119) 4C,1_980,1 Foo Tl—SVVr PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRSCTOR.VIASAT INC. REF. DWG: E9.E10 ENGINEER: CULP & TANNER SETOJLER: IF AAlCEIICCT: IPD DRAWN: ppp COB: RKP JOE NO.: DWG. NO.: DATE: 06127/2017 DATE:06/27/2017 1710 138 ...... ...... ------------------- - - --------------------------------- ------------ -------- -------------- -- ... - ------------------------- 2 @13/ 27-7 C39 (N/SD CT9IN/S)) Caa139IN/SI)\ 0- aal 39 aal 39 NO PAINT (TYP) 2831/4 1__ EL290-111 EL319-31 28-4 (HSS4X4X6 x 2831/4) BILL OF MATERIALS ADVANCE OTT MARKS DESCRIPTION PIH BILL T LENGTH REMARKS I C139 COLUMN hVAMGOMM(MPAIIZ SSS 475.3 I C139 HSS4X4XS/IE 28-3 I/4 A500-GR.8 626 443.5 6 aa139 L3X2-1/2X5/16 9-6 A36 16.6 1 pa139 PL1/2XIO O-10 A572-GR.50 14.2 I pb139 PL1/4X4" j 0-4 A36 1.1 3 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES; BOLTS: WELD: STEEL: 13/16 0 TYP U.N.O 314 0 TYP U.N.O SEE DETAILS B-B SHOP NOTE: GALVANIZED SEAL ALL WELDS ONE - COLUMN - C139 B 0810112017 ISSUES FOR RE-APPROVAL A 071152017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON SrjXVVIl7.CA9IV?? ___________________ ('Anlro.:Wr LftAA 5447717 (019) 441-VVVA F 461-99117 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR: VIASAT INC REP. DWG: E4E5 ENGINEER: CULP & TANNER DETAILED: TF ARCHITECT; IPD DRAWN: ppp CDX RAP JOB NO.. DWI-NO, 1710 139 /C\ DATE: 06/27/2017 DDTE:081/77/2517 A-A BILL OF MATERIALS ADVANCE BILL OTY MARKS DESCRIPTION LENGTH REMARKS WEIGH 1 C140 COLUMN HoTWBGALvwE( mg SOS 483.1 1 C140 HSS4X4X5/16 28-3 1/4" A500-GR.B S2E 443.5 3 aoI40 L3X2-I/2X5/16 0-6" A36 8.3 3 abl40 L3X2-1/2X5/16 0-9" A36 12.4 3 a040 L3X3X1/4 0-3" A36 3.7 1 p0140 PL1/4"X4" 0-4" A36 II 1 pbl4O PLI/2"XIO" 0-IS" A572-GR.50 14.2 13/16 DIE 3 b140 N/S CTO(N/S) j \ab140(N/SD (acl4O(NJS)) ab140(N/SID ( Sol 4O(N/S) ~ \<'3SIDES 15-11½ 27-3 1. TYP (TYP) (TYP) 28-4 (HSS4X4X5/6 x 28-3 /4) QJ. L_E3 O1 1 aa140 3 SIDES B-B C-C EL31 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16"0 TYP U,N,O 3/4" 0 TYP U.N.O SEE DETAILS SHOP NOTE: GALVANIZED SEAL ALL WELDS ONE - COLUMN - C140 B 006112017 ISSUED FOR RE-APPROVAL A 071100017 ISSUED FOR APPROVAL REV. SATE DESCRIPTION PACIFIC COAST IRON mm IjuV:II.2.CA9I97 /1179/ 4117-9008 .1111-99911 PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR: VIASAT INC RET, DWO: 65 ENGINEER: CULP & TANNER BE1AILEA: TF ARCHITECT: IPD DRAWN: pp CR0: REP JOE NO.: DWO.NO,: 7710 1 40 /C\ BATE: 06/27/2017 SATE 06127/2017 MC LLIr.1ff-41 r4D 1t B _ GRab EID j4D 1D GR96 (TYP) cam I B 5851/2017 ISSUED FOR RE-APPROVAL A 00100017 ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON 0030 30100050 1/Vod IC 09 0/01110 V:,II.3. CA 0107/ 00111000/OP Licenoc #4471 1010) 101-0000 0:10 1610005 PROJECT; VBR_PARKING STRUCTURE P-I DESCRIPTION: coRrRocroR:VIASAT INC. ROE DWO: 62.E3,E4,E5 ENGINEER: CULP & TANNER DETOLER: TF 000KITECT: IPO DRAWN: ppp CnN: RKP JOB NO.: TWO. NO.: 1710 141 /C\ DOTE: 06/27/2017 0000:06/27/2017 3 - FRAMES - F141 BILL OF MATERIALS ADVANCE BILL OTT MARKS DESCRIPTION LENGTH REMARKS WEIGHT 3 F141 FRAME I01SS71V60SIPCPA/I SOS 843.2 3 F141 MC8X8.5 9-5" A36 S2E 246.7 12 acl4l L202X1/4 1-9 5/8" A36 69.0 3 ad141 L2X2X1/4 0-3" A36 2.4 3 n1E141 MC12X10.6 9-1" A36 SAE 284.2 15 mdl4l C304.1 4-013/16" A36 SOE 241.0 FIELD BOLT 12 3/4"DIAA325N_TC 0-1 3/4" 12 3/4" DIA A325N_TC 0-2" -t A-A ,rrKm'P 6V B-B SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: I BOLTS: WELD: STEEL: 13/16"0 TYP U.N.O 5/4" 0 TYP UFJO SEE DETAILS BILL OF MATERIALS ADVANCE OTT MONKS DESCRIPTION W BILL EIGH LENGTH REMARKS 3 F142 FRAME V16S01LVIDjCPAI0 S2E 643.3 3 P142 MC8X8.5 9'-6 A36 S2E 246.7 72 aa142 L2X2X1/4 1-9 5/8" A36 69.0 3 ab142 L2X2X1/4 0-3" ADE 2.4 3 n,a142 MC12X1O.6 9-1" A3E S2E 284.3 15 mb142 C3X4.1 4-0 13116" A36 S2E 240.9 FIELD BOLT 12 3/4"DIAA325NTC 0-1 3/4" 12 3/4"DIAO325NTC 0-2" 5½ LJ_i42Gj -__ II II- ___ H (F142) (TYP) A-A !..ETTt L\<1- B TYP -B PAINT: HOT-DIPPED GALVANIZED ($SPC PAl & 2) OPEN HOLES: I BOLTS: WELD: STEEL: 13/16"0 TYP U.N.O 314" 61 TYP U.N.O SEE DETAILS 3- FRAMES - F142 B 1001017 1 ISSUED FOR RE-APPROVAL A 0711012017 ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON 9030 1.-h. 11.1d " 1 VoII., CV 07077 Cotro LOP Li1.,oHe #44771% (1115) 4131-0099 Foo -1731-9907 PROJECT: VBR_PARI<ING STRUCTURE P-I DESCRIPTION: CONTRRCTOR:VIASAT INC. REF. DWG: E7,E8,89,EIO ENGINEER: GULF & TANNER DETHILER: IF ARCHITECT: IPD DRAWN: ppp CHK: RKP JOB NO.: DWG.NO,: 1710 142 /e\ 0ATE: 06/27/2077 DATE:06/27/2017 9 BILL OF MATERIALS I ADVANCE I I I I I WEIGHT I I OTT I MARKS I DESCRIPTION I LENGTH I REMARKS BILL I )) I I i I P143 I PLATE I IKTffSU4LV8lZSSSMAI& 521 98.3 I P143 SHTI2GAX48I/2' 14-10' 1 A36 198.3 I 21/2 4'-6 PL1/8X48 1/2 x 4'-1 0 PAINT. HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WE STEEL: 13/16' GTVP U.N.O 3T/41 WELD: TYP U.N.O SEE DETAILS REV. I DATE DESCRIPTION PACIFIC COAST IRON 903T Jomoho hood - ControotoILiTRnse#44?7L2 (OTA) 461-E000 FIX 461-0900 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR: VIASAT INC. REF. DWG, E3,E4,E5 ENGINEER: GULP & TANNER DETMLCR: TF ARCHITECT: IPD DRAWN: ppp GEE: RKP JOT NO.: 1710 1 43 DOTE, 06/27/2017 DATE: 06/27/2017 SHOP NOTE: GALVANIZED ONE - PLATE - P143 BILL OF MATERIALS ALIVHWCE I OTT I -11—I I I MARKS I DESCRIPTION I I REMARKS WEIGHT Bill (Os) I 2 I P144 PLATE I E1EE)VSICPAI&) KS 196.5 2 P144 I SHTI2GAX48 112" 4-I0" 1 A36 1 196.5 21/2 9 I16 (0 csJ PL1/8X48 1/2 x 4'-1 0 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WE STEEL' 13/16"øTYP U.N.O 3/4"øTVPU.N.O SEE DETAILS 2-PLATES-P144 SHOP NOTE: GALVANIZED REV. I DATE I DESCRIPTION PACI1T (r)AT JPfl1'J 9030 Jsmochs lIVed Spriss 5'AIlOy. CV 91977 r:oCtrnctcr License #447712 (619) 401-91100 Fox 491-9905 PROJECT: VBRPARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR. VIASAT INC. BEE. OWN. E2,E3,E4.E5 ENGINEER: CULP & TANNER OETAII.ER: TF ARCHITECT: PD DRAWN: ppp CRC: RKP JOBNO.: DWG.NO.: DATE: 06/2712017 DATE 06127/2017 1710 144 c'J PL1/8X48 1/2 x 4'-8 /8 BILL OF MATERIALS ADVANCE WEII HT BILL OTY MARKS DESCRIPTION LENGTH REMARKS 6 P145 PLATE I61RDGS.IS6EEOISPSI14 SS 575.6 6 P145 SHT12GAX48 1/2 4-8 5/8 A36 575.6 HOT-DIPPED GALVANIZED )SSPC PAl & 2) OPEN HOLES: - BOLTS: WELD: STEEL 13f16øTYP U.N,O 9/4"STVP UN0 SEE DETAILS F ISSUED FOR RE-APPRO\ ISSUED FOR RE-APPRO\ ISSUED FOR APPROVAL REV. I DA. DESCRIPTION PACIFIC COAST IRON 50311 jomoTh. hood mmm (,'ontIoIorLioose#443?I2 ISIS) 461-51000 Fox 461-9805 PRO4ECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR: VIASAT INC. REF. DWG: E2.E3.E4,E5,E8 ENGINEER CULP & TANNER ARCHITECT: IFD ORAWN: PPP ORE: RKP I 40850.: DATE: 06/27/2517 OATS: 06/27/2017 1710 145 6-PLATES-P145 SHOP NOTE: GALVANIZED BILL OF MATERIALS I A DVANCE I WEIGHTKS I DESCRIPTION LENGTh I REMARKS PLATE IK1CGAIVSE9S00PAI17 SOS 294.7 I SH112G9X48 1/2" 14-10" IA36 1294.7 I r1 L a 9 HE. PL1/8X48 1/2 x 4'-1 0 PAINT. HOT-DIPPED GALVANIZED )SSPC PAl & 2) OPEN HOLES: I BOLTS: I WELD: STEEL: 13/16 0 TYP U.N.O 3/4"0 NP UN.O SEE DETAILS 3-PLATES-P146 SHOP NOTE: GALVANIZED A 07/10/2017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 9011.1 jon000ho 0004 /;torOp712 131E) 461-11000 FeC 461-5905 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR: VIASAT INC. ENGINEER. CULP & TANNER ARCHITECT: IPD DRAWN: ppp I CHK: RKP DATE: 06/27/2017 DATE 06/27/2017 W. nRA: E7.E8,E9,EiO DETAILER: TF 00.: 1 OWO NO BILL OF MATERIALS I ADVANCE I I I I I WEIGHT I OTT I MARKS I DESCRIPTION LENGTH I REMARKS BILL OW I 1 P547 TREAD I 01VIISS1I2S22cPAI8 SE 50.9 I I I P147 ISHTI2GAx26l12 4-6" A36 50.9 I Cl L PAINT. HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL 13116" 0 TYP U.N.O sta" S r'P lIMO SEE DETAILS ONE - TREAD - P147 SHOP NOTE: GALVANIZED C 081222011 1 ISSUED FOR RE-APPROVAL B 0812112017 ISSUED FOR RE-APPROVAL A 07115207 ISSUED FOR APPROVAL REV, DATE DESCRIPTION 90'.3 PACIFIC COAST (OIS) 481 -VIOlA Fox 461-9905 PROJECT: VBR_PARKING STRUCTURE P-I DESERIPSSON: CORDBAETOR: VIASAT INC. REF. DWIS. 69,E10 ENGINEER: CULP & TANNER OETOILER. 110 ARCHITECT: IPD DRAWN: ppp CAll: RKP JOB NO.: DWS, NO.: RATE: 06/27/2017 DATE: 06/27/20I7 1710 147 C 1132ND17 I ISSUED FOR RE-APPROVAL 0621/2011 ISSUED FOR RE-APPROVAL SHOP NOTE: ISSUED FOR APPROVAL GALVANIZED LA 07/1012511 PACIFIC COAST IRON 05 91977 VIA) 401-08510 FRR 4/1-/I9I5 PROJECT: VBR_PARKING STRUCTURE F-i DESCRIPTOR: CONTRACTOR VIASAT INC. DEP• OWS: E4,E5,E9,E10 ENGINEER: CULF & TANNER OETAILER: TI ARCAITECT: IPD DRAWN: PPP CRC: RKF JOB NO. SWANS.: DATE: 06/27/2017 DATE: 06/27/2017 1710 148 5-TREADS - P148 11/2 4,-3 BILL OF MATERIALS I ADVANCE I I I I WEIGHT I 056 I MARKS I DESCRIPTION I LENGTh I REMAP/KS BILL I (ER) I 5 P148 TREAD I I IK1GISY0I2S(S0CPAI& SS 256.7 I I 5 P148 ISHT12G8X26 11/16" 14-6" A36 256.7 I 1;] 2@ 3/4 U;) 0 A 14 4'-6 (BPL1/8X26 11/16 x 4' PAINT. HOT-DIPPED GALVANIZED )SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL 13/16"øTYP U.N.O R6IrYP II NIS 51FF OFTAILO BILL OF MATERIALS I ADVANCE I OTY MARKS I DESCRIPTION LENGTh REMARKS I BILL I I I I I 6 P149 TREAD kWEIGW P149 IK15VLVN1$PAI15 05 6 SHTI2GAX6 4-6 A36 5 I P149 4,-3 2@ 3/4 9 A 4'-6 (BPL1/8X6 x 4'-6 PAINT. HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: I BOLTS: WELD: STEEL: 13I160TYP U.N.O 314øT'1P SEE DETAILS 6- TREADS - P149 SHOP NOTE: REV. I DATE I DESCRIPTION PACIFIC COAST IRON I SPrIDO VnIIPv. CS 91577 GALVANIZED I61S)46I-9IJOOF:C4iADI5 PROJECT: VOR_PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR: VIASAT INC. REF. DWG: E2,E3E4,E9 ENGINEER: GULP & TANNER DETAII.ER: Tl IPD DRAWN: ppp COD: RKP JOB NO.: DOTE: 06/27/2017 DATE: 06/27/2017 1710 1 49 11@11=10'-1 SHOP NOTE: GALVANIZED B 0861/2077 ISSUED FOR RE-APPROVAL A 08/01/2017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 90O Jomopho flood _________ VprrnC Controotor LicenSe #44712 691 470-9606 Fox 461-0960 "FIELD CUTTING OF HOLES I FOR CABLES,BY OTHERS (NOT PCI)" VBR_PARKING STRUCTURE F-i PER E/S5.02, WHERE REQUIRED, 3" 0 HOLES FOR PT CABLES SHALL BE CENTERED BETWEEN STRINGERS DROWS: DESCRIPTION: CONTRACTOR VIASAT INC -F. DWG: EM6 ENGINEER: CULP&TANNER DETSILER: TF ARCHITECT: IPD ''F DATE: 06127/2017 CNN: RKP DATE: 06/27/2017 '° I °' 1715 I 150 1 C 2- EMBED ANGLES - EM150 BILL OF MATERIALS ADVANCE CITY RANKS DESCRIPTION LENGTh REMARKS WI HO BILL 2 EMI50 EMBED_ANGLE H0TaMrAVXB(VCPA1I2I SE 291.0 2 EMI50 L5X3-11251/2 104 1/2" A36 282.4 28 ma150 #4 3-0" A706 0.0 14 mbl5o STUD 5/8-DIA 0-6" AlOE S2E 8.5 44-Al I çiP (F/L _______ ------------------- (13REQ'D) 'r I Pr: / TiII(iisI 12@/16 (7 REQ'D) 4'-815/16 A(TYP) NOGALV. 6 /8 1 THIS FACE 81/4 1O/8 NOGALV. THIS FACE 6@1 '-6=9'-O L5X3-1/2X1/2 x 10'-41/2 6 /8 - NOGALV. I I I I THIS FACE PAINT: HOT-DIPPED GALVANIZED )SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: 13/I6"øTVPU.N.O 3/4"ØTYPU.N.O SO STEEL: )) THIS FACE 1TYP a. >- I- ------------------- ma156.(F/S)) (2 REQ'D) 4 @ 3/16 ii. 41/2 NO GALV. BILL OF MATERIALS I ADVANCE BILL I I OTT I MARKS I I I DESCRIPTION I I LENGTHI REMARKS WEIGHT I (s) I I 2 I EMI56 I EMBED_PLATE I I E14RBGLVNl9ISOAI&Z 19 112.9 I I 2 I EM156 PLII2"X6 0-7" A572-GR.50 111.9 I I 4 I ma156 STUD_I/2-DIA 04" IAI08 GE 11.0 I PAINT. HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TIP U.N.O 314" 0 TYP U.N.O SEE DETAILS 2- EMBED PLATES - EM156 A 062212017 ISSUED FOR APPROVAL SHOP NOTE: REV DATE DESCRIPTION GALVANIZED PACIFIC COAST IRON :Omni ContL:Lense#14T?l2 610) 461-61100 FoE 461-0905 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTON - CONTRACTOR: VIASAT INC. REP. DWN: EMO ENGINEER: CULP & TANNER DETAILER. TF ARCHITECT: PD DRAWN ppp CUE: RKP JOB NO. OW O. NO.: DATE: 06/27/2017 DATE: 06/27/2017 1710 1 56 1/2 41/2 i NO GALV. THIS FACES 1 TYP a- >- I- BILL OF MATERIALS I ADVANCE I I ar I I MARKS I I DESCRIPTION REMARKS KS I I I LENGTH I I WEIGHT I I (ID) I I 2 I EM157 I EMBED PLATE I [IX0MMVM0tMKPAII4 SB 112.9 I 2 EM157 PL1I2"X6" 07 IA572-GR.50 11.9 I 4 m5156 STUD_I/2-DIA 04" IAIOB S2E 11.0 I TLIIIEII 1 1/2 3 6 1.LF/L) - (2 REQ'D) TYP ma156) (2 REQ'D) 4 @ 3/16 1/2 11 4 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/IS" 0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS 2- EMBED PLATES - EM157 REV, I DATE I DESCRIPTION PACIFIC COAST IRON SHOP NOTE: lemma CotrocorLiiTinse#44T?12 (VIA) 191-9)100 Fox 461-1)9115 GALVANIZED PRRAECT VBR_PARKING STRUCTURE P-I DESCRIPTION' VIASAT INC. REF. DWG: EMS ENGINEER: CULP & TANNER DETAIlED: TF ARCHITECT: IPD DRAWN: ppp CHK: RKP JOB NO.: DWC, NO.: SATE. 06/27/2017 DATE: 06/27/2017 1710 1 57 BILL OF MATERIALS AD//ONCE I I I I WEIGHT BILL I aTy MARKS DESCRIPTION I LENGTH I REMARKS I 310) I 2 I P158 I PLATE I I 8T/GAIV88PAI& $Z 18.5 2 P158 I PL1/2X5" I0-6 IA572-GR.50 I 8.5 I FIELD BOLT I I HOT-DIPPED GALVANIZED (SSPC PAl 82) OPEN HOLES: BOLTS: WELD: STEEL 13116" 0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS 2-PLATES-P158 SHOP NOTE: GALVANIZED REV. I DATE I DESCRIPTION PACIFIC COAST IRON /.oAtoVEWLVenRe#44T?IT 0/9) 481-9000 FoE 401-0800 VBR_PARKING STRUCTURE P-I DESCRIPTION: -TE CO//TRACTOR: VIASAT INC. OWA E7.E8 ENS/NEED: CULP & TANNER DTTAI/.ER: TP ARCHITECT: IPD DRAWN: ppp C-RKP JODNO.: SWO.NO.: DATE. 06/27/2017 DOTE: 06/27/2017 1715 1 58 zA.:\ BILL OF MATERIALS ADVANCE I I I I I WEIGHT I BILL OTT I MARKS DESCRIPTION I LENGTH I REMARKS I bR) I 2 I P159 PLATE I 81- S/A/VOl &SCPAIIZ 15 18.5 2 I P159 PL112X5 0-6 IA572-GR.50 8.5 FIELD BOLT 112010G255 0-51/2 n NO GALV. ALL AROUND 'I) PANT. HOT-DIPPED GALVANIZED )SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL 131160TVP U.N.O 514"ATYP 1 MCI SEE DETAILS 2- PLATES - P159 A IONMO17 J ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON 803(1 jCmRcho hood SHOP NOTE: /018) 481-6/ISV FOX 461-990S GALVANIZED PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTiON: CONTRACTOR: VIASAT INC REP. DWG: E2,E3 ENGINEER: CULP & TANNER DETAILER: TF ARCHITECT: IPD DRAWN: ppp CHIC RKP JOB NO.: DWG. NO.: OATS: 06/27/2017 0ATE: 06/27/2017 1710 159 I n 11/2 TYP I- ------------------- (4 REQ'D) )) N 4 9 3/16 4 vt BILL OF MATERIALS I ADVANCE I I I I I WEIGEff I BILL I Or' I MARKS I DESCRIPTION I LENGTH I REMARKS I II I 58 I EM203 I EMBED-PLATE I I IEP97 SOS I 272.9 I 58 EM203 j PL3/8"X6" 0-6 A572-GR.50 222.1 I 232 J ma203 STUD_1/2-DIA 0-3 1/2 I A108 S2E 50.8 I PAINT. NO PAINT OPEN HOLES: BOLTS: WELD: STEEL 13/16 øTYP U.N.O 314 (ZV,'P II N Cl SEE DETAILS 58- EMBED PLATES - EM203 C 102212017 1 ISSUED FOR RE-APPROVAL L.E~. 04101/2017 ISSUED FOR RE-APPROVAL 07114/2017 ISSUED FOR APPROVAL DATE DESCRIPTION PACIFIC COAST IRON 911311 0omocho hood 3pr,00VnIIevCA0IJ9? Contract_ ISIS) -181-911011 Fox 4E1-OAII.5 PROJECT: VBR...PARKING STRUCTURE P-i DESCRIPTION CONTRACTOR. VIASAT INC. REP. DWS: EM5EM6 ENGINEER: CULP & TANNER RETAILER: TP ARCHITECT: ipo DRAWN: ppp CAR: RKP JOB NO.: DWG. NO.: DATE: 06127/2017 DATE 06/27/2007 1710 - 203 3 SIDES 3 SIDES TYP BILL OF MATERIALS ADVANCE BILL CITY MARKS DESCRIPTION LENGTH REMARKS WEIGHT lIbEl I M1SI STAIR IKIWOJSISWI9{S9I03 S2E 729.8 I M1O1 MC12XIO.6 11-315/I6" A36 WE 113.7 I abMiSi L2X2XI/4 3-4 5/8" A36 10.8 2 alMiOl L3X3XI/4 0-7" A36 5.7 I agMiSi L3X2-1/2X5/I6 0-6" A36 2.8 1 ahM10I L3X3XI/4 0-4" A36 1.6 1 maMiSi MCI2X10.6 10-11 3/4" A36 ES 109.5 10 1TbM101 SHTI2GAX2I 7/8" 4-6" A36 423.3 1 mcM101 SHTI2GAXB 7/8" 4-6" A36 13.0 1 mdMlol MC12X10.6 4-5 0/16" A36 SIEVE 44.9 2 paMiOl PLI/4"XI 1/2" 0-8 5/16" A36 1.8 1 pbM101 PL1/4"X1 1/2" 0-7 3/8" A36 0.8 I pdM10i PL1/4"X4" 0-5 3/8" A36 - 1.5 IS miMi WOODEN TREAD 4-6" WOOD 0.0 FIELD BOLT 2 3/4"DIA#3250_TC 0`1 3/4" 2 3/4:" DIA I/ILTLK8_TZ 0-4 3/4" .n¼Jr I'l'..J I - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O lId" DI TVP IN (I SEE DETAILS 13/4 a M1O1 () ONE - STAIR -M1O1 iia__ B-B A-A TYF GALV. 5 TOP FACE . \*E SID % TZ2ç4 = NO 5 TOP NOGALV. 5 TOP FACE TOP FACE 12 B 056I0I7 ISSUED FOR RE-APPROVAL A 0711012017 ISSUED FOR APPROVAL REV. SATE DESCRIPTION PACIFIC COAST IRON - 1 Ci iC oa 9030 Jamoeho Rood Spring Volley. CA 91977 (1II,I:-IOr 0/17712 liii II 401-9111111 F;,x 4(11 -1111117 PROJECT. VBR_PARKING STRUCTURE P-I DESCRIPTOR CONTRACTOR VIASAT INC. REP. DWO. E7E9 ENGINEER: CULP 01 TANNER OETAILER: TP ARCHITECT: IPD DRAWN ppp CUR: RKP JOB NO.: OWE NO: /017 1710 Ml 01 /'C\ DATE: 06/27/2017 OATE:06/27/2517 DETAIL 2 IF DETAIL 1 DETAIL 3 ONE - STAIR - M102 DETAIL 2 BILL OF MATERIALS ADVANCE BILL 071' MARKS DESCRIPTION LENGTH REMARKS WEIGHT (lb.) 1 M102 STAIR HOTMITMMIMPAIA4 OlE 6715 1 M152 MC12X1O.6 10-63/8" A36 WE 703.7 1 aaM102 L2X2XI/4 3-4 5/8" A30 10.8 I abM102 L3X2-112X5116 0-6" A36 2.8 1 acM102 L3X3XI/4 0-4" A36 1.6 2 adM102 - L3X3X1/4 0-7 A30 5.7 I maM102 MCI2XI0.6 IS-S 1/4' A36 B2E 99.9 9 mcMI02 SHTI2GAX22 1/8" 4-6" A36 3848 1 IRdM102 SHT12GAX7 1116" 4-6" A36 13.4 1 rntMiS2 MCI2XI0.6 4-5 114" A36 OlE/OlE 44.8 2 paM102 PL1/4"Xl 1/2" 0-8 1/2" A38 1.8 1 pbM102 PLI/4'Xl 1/2' 5-7 5/16" A36 0.8 1 pcM102 PL1/4"X4" 0-5 3/8" A36 1.5 9 otMi WOODEN TREAD 4-6" WOOD 0.0 FIELD BOLT 2 3/4" DIAA32SN_TC 0--1 3/4" PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16"0 TYP UN.O St IF 116(0 SEE DETAILS B 0001/20/7 ISSUED FOR RE-APPROVAL A 07/10/2017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON sg c.C9i077 I;- #-I47TI2 /0111/ .1111 -Il/Ill/I F:,rn 4/il -Il//Ill, PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION. CONTRACTOR:VIASAT INC REP. Owe: E2,E4 ENGINEER: CULP & TANNER DETOILER: TF ARCHITECT: IPD DRAWN: ppp CRC. RKP JOB NO.: DWG.NO: /\ 1710 lvii 02 /C\ DATE. 06/27/2017 DATE.06/27/2517 BILL OF MATERIALS ADVANCE BILL CITY MARKS DESCRIPTION LENGTH REMARKS WEIGHT (IbR) 2 M103 STAIR E11150VK9CPAI&5 020 1451.6 2 M103 MCT2XIO.6 11-8 3/4" A36 ROE 234.4 2 aaMl03 L2X2X1/4 3-4 5/8" A36 21.6 2 abMI03 L3202-1/2X5/16 0-6" A36 5.5 6 acM103 L3X3X1/4 0-4" A3E 9.8 18 rnaMlO3 j SHTI2GAX22 2/8" 4-6" A36 7685 2 ,,lcM103 MC12010.6 11-2 11/I6 A36 ROE 226.9 2 dM103 80T12GA023" 41" A36 88.4 2 mgM103 MC12X10.6 4-5 1/4" A36 SIEIRIE 89.6 2 paM103 PL1/4"Xl 1/2" 0-7 3/8" A36 1.6 2 pbM103 PLI/4"04" 0-53/8" A36 3.0 4 pcMlo3 PL1/4"X1 1/2" 0-I 13/16" A36 0.8 4 pdM103 PL1/4"XI 3/16" 0-1 1/2" A36 0.5 2 rnhM103 WOODEN_TREAD 41" WOOD 0.0 18 rniMl03 WOODEN TREAD 4-6" WOOD 00 FIELD BOLT 4 3/4"DIAO325N_TC 0-1 3/4" 3 SIDES I 1-35/i a 1 9EO TREADS @ 11=8r.3 I L5/16 DETAIL 1 SIDES TYP DETAIL 3 1.103/, 1'.11l/., NO GALV. 6 TOP FACE 2@'3h6 NO GALV. TOP FACE L B-U4b-GF 51/2 NO 13 -' 45 CmaMi0D TOP çaaM I- abM103 (N/S)) 3-10 \I7<3SIDES\ 3j>;2 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16"0 TYP U.N.O 3/4" 26 TYP U.N.O SEE DETAILS A I 0711012017 I ISSUED FOR APPROVAL REV. I DATE I DESCRIPTION SHOP NOTE: J PACIFIC COAST IRON GALVANIZED 9036 JAmocho 60c0 I SIring VIIn3, CA 91877 SHOP NOTE: Colro.:lcr Liernc #44-,71,,' (CIV) .1111-8000 Fcc .10/-SOOT -GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES PROJECT VBR_PARKING STRUCTURE P-i -SEAL ALL WELDS DESCRIPTION: CORTRACTSR:VIASAT INC. RHF.DWG. E7E8.E9 ENGINEER: CULP & TANNER DETAILER: TF ARCHITECT: IPD DRAWN: ppp CHIC RKP JOB NO.: DWO, ND.: DATE: 06/27/20/7 DOTE:56/27/2007 1710 M103 A-A B-B abM103 1/4 -ou,sIrio - IvIIu 2@ 13/16 TOP FACE TOP FACE -------------- NO GALV o TOP FACE CO Lu w 51 Ocr C w 0C 3 SE 3 SIDES BILL OF MATERIALS ADVANCE BILL CITY MARKS DESCRIPTION LENGTH REMARKS WEIGHT (Ibs) 2 M104 STAIR EKVMSISIPC?AIII SOS 1451.5 2 M104 MC12X1S.6 11-8 11/I6 A36 ROE 234.3 2 aAMI04 L2X2X1/4 3'-45/& A36 21.6 2 abMl04 L302-112X5116 0-6" A36 5.5 6 ACMI04 L3X3X1/4 0-4" A36 9.8 2 noaM104 MC12X10.6 11-29/16" A36 ROE 226.8 2 mcM104 MC12X15.6 4-5 114" A36 SIE,SIE 89.6 18 mdMl04 Still 2GAX22 5/8" 4-6" A36 769.5 2 mIMI04 5HT12GAX23" 4-6" A36 88.4 4 paM104 PL1/4"Xl 1/2" 0-i 1/2" A36 0.6 2 pbMlo4 PL1/4"X1 1/2" 0-75/16" A36 1.6 2 pcM104 PL1/4"X4" 0-5 3/8" A36 3.0 4 pdMl04 PL1/4"Xl 1/2" 0.-i 13/16" A36 0.8 18 mgMl04 W000ENTREAD 4-6" WOOD 0.0 2 mhM104 WOODEN TREAD 4-6" WOOD 0.0 FIELD BOLT 4 3I4"DIAA325N IC 0.-i 3/4" NO GALV. 6 TOP FACE NO GALV. 1(N/S)FACE NO GALV. TOP FACE tGALV. 5I NO TO 4 6N2"1 12 SIDES j;3 3-10 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: I BOLTS WELD: STEEL: 13/16" 0 TYP U.N.O 3/4"0 TYF U.N.O SEE DETAILS A 01/100011 ISSUED FOR APPROVAL REV. DATE I DESCRIPTION SHOP NOTE: GALVANIZED PACIFIC COAST IRON 0030 Jomneha 00,ad Sino Toll.-3, (0 919/7 Licenoc 5447711 SHOP NOTE: (019) 401-9900 Foo 101-9907, PROJECT: VBR PARKING STRUCTURE P-i - GRIND SMOOTH ALL WELD BURRS & ROUGH EDGES DESCRIPTION: - SEAL ALL WELDS CONTRACTOR:VIASAT INC REP OWN 52,E3,E4 ENGINEER: CULP & TANNER DETOi LER: TF ARCHITECT: IPD DRAWN: ppp CHE: RKP OB NO.: DWO,NO.: 108' DATE: 06/27/2017 DATE:06/21/2017 1710 IVIl 04 NOGALV 47 TOP FACE — NO GALV 47 TOP FACE TYP 12 11 NO GALV TOP FACE 2-STAIRS -M104 abMlo4 N 2@13/16 c-c A-A TYF 8@11= ,pA 'MI04I. iMTD t9zTi)I1Io4z::) - U m . f . 1 0 . 4 I !L ! A 43/4 i0½ MD 8@11=7'4 j. (acM104 9-11 9 EQ TREADS 0b 11 =8-3 DETAIL 1 DETAIL cl 1'.11l/o BILL OF MATERIALS ADVANCE BILL OTY MARKS DESCRIPTION LENGTH REMARKS WEIGHT (ft) I M105 STAIR H0TWEDGALYkM(ZKPAtI4 S2E 682.4 I M1OR MC12XI0.6 Il-S 5/8" A36 5111/OlE 113.6 I aAMI05 L2X2X1/4 3-4 5/8" A36 10.8 I abMI05 L3X2-I/2X5/16 0-6" A36 2.8 3 acMl05 L3X3XI/4 0-4" A36 4.9 I fl9AMI05 MC12X10.6 11-93/4" A36 SIEISIE 115.8 1 mbMl05 MCI2XI0.6 4-27/8" A36 SIE/SIE 42.8 1 mcMI05 SHT12GAX3 15/16" 4-6 A36 7.7 9 DIMIO5 5H1120A021 7/8" 4-6" A36 385.0 2 paMl05 PLI/471 112" 0-75/8" A36 1.6 2 pbMl05 PL1/4"X1 112" 0-23/4" A36 0.6 1 pcM105 PLI/4"X1 1/2" 0-415/16" A36 j 0.5 I pIMISO PL1/4"Xl 1/2" 0-213/16" A36 0.3 9 n,9M105 WOODEN TREAD 4-6" WOOD 0.0 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL 1 : TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS SHOP NOTE: GALVANIZED DETAIL 2 \/ 1 1 (F/S) FACE A 57110121111 ISSUED FOR APPROVAL REV. DATE DESCRIPTION SHOP NOTE: - GRIND SMOOTH ALL WELDS. I BURRS & ROUGH EDGES - SEAL ALL WELDS PACIFIC COAST IRON 0038 Jernooho Hood S1:io5 V::II-y, CO 91 9?', LoClroelor #447712 1015/1111-9000 Ens .161-5907 WORK THIS DWG WITH SHEET NO.. 105-1 VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR VIASAT INC. REF. DWG E7,E9Ei0 ENGINEER: CULP & TANNER DETAILER: IF ARCHITECT: IPD DROWN: ppp CR0: RKP JOE NO.: DWA. NO.: DATE: 06/27/2017 0010:06/27/2017 1710 M105 3 SIDES DETAIL 3 tI/O) r.R.,c B-B PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: DOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS ISSUED FOR APPROVAL ONE - STAIR - M105 REV. I DATE DESCRIPTION PACIFIC COAST IRON Con1rdorL:SC#44771 (VIAl 1liI-0505 F' 451-9905 PROJECT: yEA_PARKING STRUCTURE P-i WORK THIS DING WITH SHEET NO.M105 CONTRACTOR:VIASAT INC. REP. OWS: E7,E9,EIS H ENGINEER: CULP & TANNER DETAILEA: IF II ARCHITECT: IPO H DRAWN: ppp I HIT. RKP I JOB NO: DWG. NO.: DATE: 06/27(2017 SOTE56/27/2517 1710 M105-1 -. E8,E9,Eb0 DETAILER: TF JOB NO, I DWG ,NO-: 1710 M106 PROJECT DWG WITH SHEET NO.M1 06-1 VBR_PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR: VIASAT INC. ENGINEER: CIJLP & TANNER ARCHITECT: IPD DRAWN: ppp COD: RKP DOTS: 06/27/2017 DATE:06/27/2017 DETAIL 2 I') SRM.E BILL OF MATERIALS ADVANCE BILL OTT MARKS DESCRIPTION LENGTH REMARKS WEIGHT I MI06 STAIR IMMESMAMOPSKPA114 DOE 688.2 1 MbA MC12XI0.6 11-6 13/16" A36 SIE/SIE 114.6 I aaMb06 L2X2X1/4 3-4 8/8" A36 10.8 I abMb06 L3X2-1/2205/16 0-6" A36 2.8 3 acMI06 L3X3X1/4 0-4" A36 4.9 1 j nsaMlo6 MC12XIS.6 4-3" A36 SIE/SIE 42.8 1 mbM106 MCI2XI0.6 11 1-11" A36 SIEJSIE 116.8 9 IOCMI06 SHTI2GAX22 1/8" 4-6" A36 3848 1 RTdM106 SHTI2GAX3 15/16" 41" A36 7.7 2 paMl06 PL1/4"Xl 1/2" 0-75/8" A36 1.6 2 pbMl06 PL1/4"XI 1/2" 0-23/4" A36 0.6 1 pcMl06 PLI/4"Xl 1/2" 0-415/06" A36 0.5 1 pdMb06 PLI/4X1 1/2" 5-213/16" A36 0.3 9 nAMb06 WOODEN TREAD 1 4-6" WOOD 0.0 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 3/4" 0 TYP U.N. SEE DETAILS SHOP NOTE: C I 05/512017 I ISSUED FOR RE-APPRO' GALVANIZED B 0061/2011 ISSUED FOR RE-APPRO' _ .__ I A 01/100017 ISSUED FOR APPROVAL SHOP NOT t: REV. DATE DESCRIPTION - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES PACIFIC COAST IRON - SEAL ALL WELDS - 0030 JAICOcAR Hoed co VcIIe3. i':\ 0107% Con/rector Licence #447712 /010/ .101-9000 1%c .101-009% 3 SIDES DETAIL 3 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13116"0rfP U.N.O 1M WTVP tIN (0 SEE DETAILS I WORK THIS DWG. WITH SHEET NO.M106 B 1 000112017 ISSUED FOR RE-APPROVAL A 07110017 ISSUED FOR APPROVAL REV. DATE I DESCRIPTION PACIFIC COAST IRON 00311 JamnchC RoOd - 010100 VII, (:0 01970 (ontrodor Li00000 #44771:0 (1119/ 1111-0900 Fo 101-9995 PROJECT: I/BR_PARKING STRUCTURE P-i DESCRIPTION CONTRACTOR.VIASAT INC. RET. DWG. E7.E9.Ei0 ENGINEER: CULP & TANNER DETAILER: IF ARCIIITECT: (PD DRAWN ppp CHK: RKP JOB NO.: DWG. NO.: M106-1 /E\ I RATE 06/27/2017 DATR:56/27/2017 B-B ONE - STAIR - M106 01 DETAIL 2 Irl1 r.sl_,c . ] u4 SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS WORK THIS DWG WITH SHEET NO.M107-1 BILL OF MATERIALS ADVANCE BILL QV' MARKS DESCRIPTION LENGTH REMARKS WEIGHT I M107 STAIR A1SGKVMSD1SSSPAI1 S26 6881 1 M107 MC12X1O.6 11-6 13/16" A36 OlE/SE 114.6 I aaMI07 L2X2X1/4 3-45/8" A36 10.8 1 abM107 L3X2-1/2XS/16 0-6" A36 2.8 3 acM107 L3X3X1/4 0-4" A36 4.9 1 j aM107 j MC12X10.6 Il-Il" A36 SIEVE 116.7 1 n1bMl07 MC12X10.6 4-3" MR SIEVE 42.8 9 cM107 SHTI2GAX22 118" 4-6" A36 384.8 1 rndM107 SHTI2GAX3 15/16" 4-6" A36 7.7 2 p0.14107 PLI/4"Xl 1/2" 0-7 5/8" A36 1.6 2 pbM107 PL1/4"X1 1/2" 0-2 3/4" A36 0.6 I pcM107 PLI/4"Xl 1/2" 04 15/16" A36 0.5 I pdM107 PLI/4"Xl 112" 0-2 13/16" A36 0.3 9 mIMl07 WOODEN TREAD 4-6" WOOD 0.0 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES-. ,,,, BOLTS: WELD: STEEL: 6" 0 TYP U.N.O ,4" 0153/ IN 0 SEE DETAILS ISSUED FOR RE-APPROVAL ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON 9035 Jomocho Rood iC a 010' 00 VII-3, (9 01077 (ontroptor Liet NP #44771:/ (0 10) 101-9000 F:,o .151-0007 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: COMT005TOR:VIASAT INC. REP, OWG E8.69,EI0 ENGINEER: CULP & TANNER GET AILER: TF ARCHITECT: IPO DRAWN: ppp CHIN: RKP JOB NO.: DWG, NO.: 1710 M107 /C'\ DATE: 06/27/2017 DATE:05/27/2517 3 SIDES DETAIL 3 B 000I017 ISSUED FOR RE-APPROVAL A 07II1017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 0030 Jomacho Bload iC oa 015/ ICI-5000 Foo 401-0500 PROJECT: VBP_PARI(ING STRUCTURE P-I DESCRIPTION: COETRAC100:VIASAT INC. REF. DWG. E7E9,EIO ENGINEER: CULP & TANNER RETAILER: TF ARCHITECT: IPD DNSWN: Pp CAR: RKP JOB NO.: DWG, NO.: M107-1 /C\ DATE: S6/27/2017 DATE 06/27/2017 B-B ONE - STAIR - M107 WOR (THIS DWG WITH SHEET NO.M107 I PAINT HOT-DIPPED GALVANIZED (SSPC PAl & 2) 11 OPEN HOLES: BOLISI WELDI STEELI 13/16'0 TYP U.N.O 014 0 TYP U.N.O SEE DEIAILS SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS I (THIS DWG.WITH Ml 08-1 SHEET NO.2 OF 2 JU DETAIL 2 t- SHOP NOTE: GALVANIZED BILL OF MATERIALS ADVANCE BILL 0T'I' MARKS DESCRIPTION LENGTH REMARKS WEIGHT (ft) 1 M1O8 STAIR HDIMMMLYMEDIMKPAII S2E 683.9 1 M108 MC12XI0.6 Il-S 13/16" A36 516/AlE 114.6 I aaMI08 L2X2XT/4 3-4 5/8" A36 10.8 1 abMI08 L3X2-I/2X5/16 0-6" A36 2.8 2 acM108 13X3X1/4 0-4" A36 3.3 1 adM108 L3X2-I/2X1/4 0-4" A36 1.5 1 nTaM1oR MCI2XI0.6 4-3" A36 SIEISIE 42.8 1 mcM108 SHT12GAX24" 4-6" A36 46.3 6 mdM108 SHTI2GAX22 1/8" 4-6" A36 342.0 I nTgM108 MC12X10.6 Il-Il" A36 SIEIBIE 116.8 1 poMl08 PLI/4"XI 1/2" V-51/16" A36 0.5 2 pbMl06 PL1/4"Xl 1/2" 0-79/16" A36 1.6 1 pdMl08 PLI/4"Xl 1/2" 0-2 13/16" A36 0.3 2 pIM1S8 PLI/4"Xl 1/2" 0-23/4" A36 0.6 9 mIMI08 WOODEN TREAD 46" WOOD 0.0 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL 13/16"0 TYP U.N.O 5/4' 01 TVP II NC) SEE DETAILS ISSUED FOR RE-APPROVAL ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON __________________ CA 9197', lollir ueLor Lienoo #442712 /015/ 11/1-5000 Fa, .lfll-VVVT PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION CONTRACTOR: VIASAT INC. 63,E4,E5 ENGINEER: CULl' & TANNER RETA RET. OWl). ILER: TF ARCHITECT: PD DRAWN: ppp CHK: 6/<p JOB NO.: I DWR, NO.: DATE: 06/27/2017 DATE: 06/27/2017 1710 M108 (1 OF 2) ,/c\ 3 SIDES DETAIL 3 71.007 rfl6.0 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16"0 TYP U.N.O 214" 0 TYP U.N.O SEE DETAILS ONE - STAIR - M108 WORK THIS DWG WITH M108 SHEET NO.1 OF 2 B 0801/2017 ISSUED FOR RE-APPROVAL A 0711012017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON LoO1r1orLl#3171 ICI9/ 411I-91100 F 461-9901/ VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR: VIASAT INC. REP OWO: E3,E3.E4.ES EDGINVEB: CULP & TANNER DETAILEd: TF ARCHITECT: IPD DRAWN: ppp CHK: RKP JOB NO.: DWG. NO.: 1710 M108-1 (2 OF 2) DOTE: 06/27/2017 OOTE:06/27/2017 ONE -GUARDRAIL - M109 ESIEIRIOL SESr HO ES MUST ME AS CLOSE TO THE WELD AS POSSIBLE AND MUST RE 25% THE SIZE OF THUS OF THE PIPE. BUT NOT LESS THAN AIr (10 MM) IN OUMEICO. ~ T HOLES IN END -IONS ~ IN SIMILAR SECTIONS MUST BE - (13 MM) IN -ER ENDS SHOULD RE LEFT 000IIRI.ESELV OPEN ON STATION MUSICIAN. ANY CLOSED SECTORS MUST HAVE REECLIATE ROLES TO PROViDE VENTILATION FORMAT PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL DOLES DEE LOOMED ON TOO UNDERSIDE OF OOIS000TOE MEMBERS MAD VERTICAL MEMBERS BENEATh IS HORIZONTAL ACJOIN MEIMERDZIENEVER POSSIBLE. PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 3/4" 82 TVP UNIT SEE DEAILS B 000112011 . ISSUED FOR RE-APPROVAL A 01/109011 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON CA 0197', LOALIPATIAP LiIV:ECC #44I71A (019/ 4CI—ST00 CUT .151—SHOT VBRPARKING STRUCTURE P-I DESCRIPTION: COIArRACTRR:VIASAT INC. REP. DWG: 62,E4 ENGINEER: GULP & TANNER EETUILER: TF ARCHITECT: IPD DRAWN: ppp CR6. REP JOB NO: I DWO.NO.. 1 1710 M109 /&\ MATE: 06/27/2017 DSTE:06/27/2517 BILL OF MATERIALS ADVANCE BILL OTT MARKS DESCRIPTION LENGTH REMARKS WEIGHT (lEN) 1 MISS GUARDRAIL KIOBOUKVKRSIjISPCPAII5 SOS 2626 1 MbA TSI-1/2X1-1/2X3/16 9-83/8 A505-GR.B 826 32.3 1 maaMlO9 TSI-1/2X1-1/2X3116 4-0 1/2" A500-GR.B 82E 13 I mabM109 TSIXIX1/8 0-4 15/16" A500-GR.13 OlE/DIE 0.6 4 IacM109 ROD5/8" 0-3 13/16" A36 1.3 1 flladM109 RODS/8" 0-3 13/16" A36 0.3 23 maIMb09 I/2_SOUARE_BAR 2-53/IA" A36 47.1 7 mcM109 T61XIX1/8 2-43/B" A500-GR.B WE 24.1 I IRkMI09 TSI-1/2X1-1/2X3/I6 3-4 1/16" ASOO-GR.B 32E 10.9 1 flSnM109 TSIX1X1/8 1.10 9/16" A500-GR.13 826 2.7 1 REMiSS 1/2_SOUARE_BAR 5-7" A36 2.2 3 mtM109 TS1-1/2X1-1/2X3/I6 3-3 1/4" A500-GR.B GE 32.1 2 mvM109 TS1-1/2X1-1/2X3/I6 3-4" A500-GR.B GE 22.3 4 TNvM109 TSIXIXI/8 1-9 1/4" A550-311.13 DOE 10$ 1 TOMbS TUBEI 1/2"XI/8" 15-105/16" A53-GR.13 GE 28.3 10 myM109 1/2_SOUARE_BAR 2-8" A36 22.7 I rnzM109 TS1-1/2X1-1/2X3/16 3-51/2" A500-GR.B 516/DIE 11.4 1 pcMlog j PLI/8"202 1/2" 1 0-43/8- A36 0.4 ME A-A B-B SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS A-A B-B SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS ONE - GUARDRAIL- M110 c-c BILL OF MATERIALS ADVA BILL NCE OTY MARKS DESCRIPTION LENGTH REMARKS WEIGHT 1 MIIO GUARDRAIL E1KY*M00{S00PAII S26 1975 1 M11O TS1-1/2X1-I/2X3/I6 9-83/8 A500-GR.B 622 32.3 1 rndMllo TUBEI 1/2"XI/8" 15.4 15/16" A53-GR.B S1EISIE 27.5 1 mgMl 10 TS1-1/2X1-1/2X3/16 3-5 1/2" A505-GR.B DiDDlE 11.4 3 rnhMllo TSI-1/ZXI-I/2X3/I6 3-3 114" A500-GR.B 626 32.1 7 niiM11S TS1X1X1/8 2-43/8 A500-GR.B 526 24.1 1 rTkM110 1S1X1X118 1-109/16" A500-GR.B 526 27 23 ,iipiMll0 1/2_SOUARE_BAR 2-53/15" A36 47.1 1 rnnMllo TSI-1/2X1-1/2X3/16 3-4 1/16" A500-GR.B 635 10.9 1 nipMllo TS1-1/2X1-112X3/76 0-3" A500-GR.B 526 0.6 1 rnqMllO 1/2_SOUARE_BAR 2-7" A36 2.2 1 m,M1IO TS1-1/2X1-1/2X3/16 0-4" A500-GR.8 025 II 2 msMllO TS1X1XI/8 0-4" A500-GR.B S2E 1.0 I/2"_SQUARE—BAR 2-5" A35 2.3 I*..Ml I TSIX1X1/8 0-4 15/16" A500-GR.B SiEIB1E 0.6 4 ROD5/B" 0-3 13/16" A36 1.3 I ROD5/8" 0-33/4" A36 0.3 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16 0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS A 17/120011 ISSUED FOR APPROVAL REV, DATE DESCRIPTION PACIFIC COAST IRON ___________________ SpiEViIT),CVVI97T CoC1ro, tr Li--- #44771/ (C'191 /19/ 461-SC00 F:V Il/i-SCOT PROJECT: VGA _PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR. VIASAT INC. REF DWS, E2E4 ENGINEER: CULP & TANNER SETOILER: TF ARCHITECT: IPD DRAWN: ppp SHE: RKP JOB NO.: DWO. NO.: 1 1700 I M11O /\ DAVE: 06/27/2017 DOTE:06/2712017 BILL OF MATERIALS ADVANCE MARKS DESCRIPTION LENGTH REMARKS WEIGHT 4 Mill GUARDRAIL IE10WSG)LVE0(SPCPAI) SW 653.0 4 Mill TSI-1/2X1-1/2X3/16 8-7 15/16 A500-GR.B BE 114.4 32 maMlll TSiX1X1/8 2'-0 118" A500-GR.B 026 95.8 8 mbMlll TSi-1/2X1-1/2X3/16 3-5 1/2 A500-GR.B SIEIBIE 91.0 12 nTcM111 TS1-1/2X1-1/2X3/16 3-4 A500-GR,B 526 1340 96 n,dM111 1/2_SQUARE_BAR 2-8 A36 217.8 10 SHOP NOTE: GALVANIZED PAINT; HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 3/16"0 TYP U.N.O T14 CR TYPIC N C) SEE DETAILS B 000112017 ISSUED FOR RE-APPROVAL A 071105017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 9030 JamSVho Road - SIT'n;5 VII.Ty, CA 01 97, CoIr,T LTr Li,-- #447,712 ((115/ .1111-5000 T;; '101-5925 PROJECT; VBR_PARKIND STRUCTURE P-i DESCRIPTION: CONTRACTOR: VIASAT INC. REF. SWS: 62,E3,E4,E5E7 ENGINEER: CULP & TANNER DETAILER; TF ARCHITECT: IPD DRAWN ppp COB' RKP JOB NO,; DWO.NO.: 1710 Mill Ac BATE' 06/27/2017 SATE:06/27/2017 SHOP NOTE: -GRIND SMOOTH ALL WELDS. - BURRS & ROUGH EDGES - SEAL ALL WELDS 4- GUARDRAILS- Mill EXTERNAL VENT HOLES MUST BRAS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE. BUT NOT LESS THAN 318 (10 MM) IN DIAMETER. - VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE 1/2'(13 MM) IN DIAMETER - ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE, - ALL HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE BILL OF MATERIALS ADVANCE BILL OTT 690565 DESCRIPTION LENGTH REMARKS WEIGHT (Ibs) 1 M712 GUARDRAIL 617E5ahL5E50{0VtP5II DOE 224.7 I Mhz TS1-I/2201-1/2X3/I6 10-9 3/4" A500-GR.8 GE 36.5 I maMll2 TUBES 1/2"X1/S" 12-41/4" A53-GR.B GE 22.1 I mbMll2 TS1XIX1/8 2-23/8 A500-GR.B GE 3.2 7 mcM112 TSIX1X1/8 2-83/16" A500-GR.B GE 27.4 I TTTdM112 1/2_ SQUARE _BAR 2-7 1/4" A36 2.2 3 mIM112 RODS/8" 0-3 7/8" A36 5.0 I mgMh12 TS11/2X1-1/2X3/16 0-2 7/16" A500-GR.B GE 0.4 I TTThMlI2 TS1-1/2X1-1/2X3/16 3-5 5/16" A500-GR.13 GE 11.2 I STTiMII2 TSI-112X1-1/2X3/16 I-B" A500-GR.B GE 3.1 1 TTSkM112 TS1-1/2X1-1/2203/16 3-7" A500-GR.13 SIEVE 11.8 2 mrnM112 TSIX1X1/8 0-71/2" A500-GR.B 026 1.9 3 rnnMl12 TSI-I/2201-1/2.X3/16 3-3 1/4" A500-GR.B GE 32.1 27 rnpMll2 1/2"_SOUARE_BAR 2-53/16" A36 55.3 2 rnqMll2 .ROD5/B" 0-313/16" A36 0.7 I rnrM112 TS1X1X1/8 04 15/16" A500-GR.B SIEVE 0.6 2 rrrSMhl2 1/2"_SOUARE_BAR 2-8" A36 4.5 1 TTtM112 TSI-1/2201-l/2X3/I6 3-4 A500-GR.B 026 11.2 D-D PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/IE"0TYPU.N.0 3/4"WTVPU.N.O SE A-A (i::#~ -ESTEHOLL flHS MUNT BE OS CLOSE TO THE WEW AS POSSBLE LAD MUST RH 25% ThE SIZE OF THE OCH ThE PEE. BUT ROILED ESEZISS/ID TAll HO DIOCIETER -VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE TOP IrS 60/ IN DLCLTCTRS - ENDS SHOULD RE LEFT COTOPLETELV OPEN ON STATION oorrOus. MIT CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR MIT PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. -AU. HOLES ARE LOCATED ON roe UNDERSIDE OF OSR0002EUL MEMBERS HOD VERTICAL SEEDERS BENEATT SN HORIZONTAL ADJOIN HHMSERRZIENEVERPOSSIBLO. B 066112017 ISSUED FOR RE-APPROVAL A 071152017 ISSUED FOR APPROVAL REV. I HATE DESCTIPTION PACIFIC COAST IRON - 0034 I.-..h.EoUd I Fcj iC Ga ' 1 pr irro ToSS-3, CV 95970 COVET VT/OF LiU:rIoe #44775:1 (CIV) 101-SASH too 161.99011 VBR_PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR: VIASAT INC REF. DWG: BR ENGINEER: CULP & TANNER DETVILER: TF ARCHITECT: IPD DRAWS: ppp CR0: RKP JAR NO.: Ewe. NO.: 1710 M112 /e\ ROTE: 06/27/2017 OHTE:06/27/2017 SHOP NOTE: -GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. - BURRS & ROUGH EDGES - SEAL ALL WELDS c-c SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS ONE - GUARDRAIL - M113 (W - EUTEAMUL VENT ROLES uUSr ME AS CRONE TO THE wELD AS POSSIBLE MID MUST SEWN THE SIZE OF THE ID OF THE PIPE, BUT NOT LESS THAN 3/0110 MDI IN HONOrED. VENT HOUES IN END sEc rms OR IN SIM11-t SECTIONS MUST BE — (13 MM) IN DI-IETER - ENDS 050(1W ME LEFT CORPLETELV OPEN ON SlAlOM BOTTOMS. MIT DOSED SECTIONS MUST HOSE ADEQUATE HOLES TO PRO/MOM VESflLATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. .00.3005 3/RE LOCATED OS THE UNDERSIDE OF 00005NTRL MEMBERS WA VENTED/ME/MESA RENEATH ITS HORIZONTAL ADJOIN DERIDED VRIENEVER PSS000E. BILL OF MATERIALS ADVANCE BILL OTT MARKS DESCRIPTION LENGTH REMARKS WEIGHT I MII3 GUARDRAIL H0TWMrALVAM(WCPAII4 S2E 2082 1 M113 TS1-I/2X1-1/2)(3/IE 10-93/4" A505-GR.B WE 36.1 I mdMII3 TS1-1/2X1-1/2X3/16 3-51/2" A505-GR.B SIEIRIE 11.4 3 nTIMI13 TSI-I/2X1-I/253/I6 3-3 114" A500-GR.8 WE 32.1 1 nTgMII3 TS1X1X1/8 2-23/8" A500-GR.B WE 3.2 7 mhMl13 TSIXIXI/8 5-83/16" A505-GR.B WE 27.4 27 IM113 I/2"_ SQUARE _BAR S-53/I6" A36- 55.3 I nTkMI13 1/2"_ SQUARE _BAR 2-71/4" A36 2.2 1 rnmMl13 TUBEI 1/2"Xl/8" 12-I 11/16" A53-GR.B WE 21.8 3 mnMll3 R0D5/8" 0-37/8" A36 1.0 2 mpMlla RODS/8" 0-313/16" A36 0.7 I mqMll3 TS1-1/2X1-112X3/16 0-27/16" A550-GR.B WE 0.4 1 rn,M113 TSI-1/2X1-1/2X3116 3-5 5/16" A500-GR.B 826 11.2 1 rnsMl 13 TSI-I/2Xl-1/2X3/I6 0-3" A500-GR.13 WE 0.6 1 mtMl13 TSI-1/2X1-1/2X3/16 0-3 7/8" A505-GR.B 32E 1.1 2 rnvM1113 TSIXIXI/A 0-3 7/8" A555-GR.B WE 1.0 1 rTwMI13 1/2"_SQUARE..BAR 2-8" A36 2.3 1 n1oM113, TSEXIXI/8 0-4 15/16" A550-GR.B SIEIBIE 0.6 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/160TYP U.N.O V/U" ITTYP I/TUFT SOP DETAILS B DES//SIT ISSUED FOR RE-APPROVAL A 07//S/SOIl ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON #44771',1 019/ 401—SOOT F: 401-9905 PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CONTPUCTOR:VIASAT INC REF. OWE: WG E8,E9 ENGINEER: CULP & TANNER DE1'AILER: IF ARCHITECT: IPD DRAWN: ppp ORE: RKP JOB NO.: I DWO.NO.: 1710 M113 /e\ DATE: 06/27/2017 000E:56/27/2017 c-c BILL OF MATERIALS ADVANCE CITY MARKS DESCRIPTION WEIGH BILL T LENGTH REMARKS 2 M114 GUARDRAIL EWWOE003I1070PMIZ S2E 416.4 2 M114 TSI-1/2X1-1/2X3/16 10-93/4" A500-GR.B DOE 72.2 2 msMll4 TSI-1/2X1-1/2X3/I6 3-5 1/2" A500-GR.8 SIEISIE 22.8 6 RsbMII4 TS1-1/2X1-1/2X3/16 3-3 1/4" A500-GR.B DOE 64.1 14 npcMll4 TSIXOX1/8 2-83/16" A500-GR.B 825 54.9 2 mdMll4 TSIXIXI/8 2-23/8" A500-GR.B ROE 6.4 54 ,R1M114 112--SQUARE—BAR 2-53/16" A36 110.6 2 npgMl14 1/2"_SQUARE_BAR 2-71/4" A36 4.4 2 rnhMll4 TUBEI 1/2X1/8" 12-I 11/16" A53-GFLB DOE 43.5 6 miMll4 ROD5/8" 0-3 7/8" A36 7.9 4 mkMl14 ROD5/8 0-3 13/16" A36 1.3 2 m,RM114 TSI-1/2X1-1/2X3/16 3-5 5/06" A500-GR.B DOE 22.4 2 -Ml 14 TSI-1/2X1-l/2X3/1E 0-3" A500-GR.B DOE 1.1 2 rnpMlI4 TS1-1/2X1-1/2X3/16 0-27/16' A500-GR.B DOE 6.8 2 nTqMl 14 TSIX1X1/8 0-4 15/06" A500-GR.B S1E/SIE 1.2 2 mrM114 TS1-1/2X1-1/2X3/16 0-37/8" ASOO-GR.B DOE 2.2 4 rTNMII4 TS1XIXI/8 0-37/& A500-GR.6 DOE 1.9 2 ,nIMI14 1/2"_SOUARE_BAR Z-8" A36 4.5 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16"øTVPU.N.O 0Id"DOTVPIIND SEE DETAILS k6 3 mhMll4 miMll4 CmbMli4) B-B SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS 2- GUARDRAILS - M114 .EJOON HOW RALEN UUNr RE SS CLOSE TO TREMOLO PA ION MO MUST RE 0% THE SIZE OF THE ID OF THE PIPE. BUT NOT LOSS TEPA W (10 MM) IN DIAMETER. VEIVT HOLES IN END SECTIONS OR I N IMLAR SECTIONS MUST BE ~ (13 MM) IN DI-ER - ENDS SHOULD RE LEFT CONLOLETELY SWOON STATION MOflONAS, ANY CLOSES SECTIONS MUST RAVE HDECEAIE HOLES TO PROVIDE VENTilATION FOR MW PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. AU. HOLES ORE LOCATED ON THE UNDERSIDE OF HORRONTSL MEMBERS AND VERTOCL MEMBERS aosEaro In HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE. B I ORKI0I7 I ISSUED FOR RE-APPROVAL A 071100017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 0030 Jomocho Rood - . oa Spr lIlA V1111.-3 CO 01973 Coolpoelor LIFelINE #4477 1:' 1010/ 1flI-9flHV FUN 401-5903 PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CONTROCTOR.VIASAT INC. REF. DWS. E7.5859 ENGINEER: CULP & TANNER DETSILER: TF ARCHITECT: IPD DRAWN: ppp 051K: RKP I JOB NO.: I DWO, NO.: I 1710 M114 Ac DATE: 06/27/2017 DATE: 06/27/2017 SHOP NOTE: GALVANIZED SHOP NOTE: -GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS A-A B-B ONE - GUARDRAIL- M115 mhMll5 c-c BILL OF MATERIALS ADVANCE BILL QTY MARKS DESCRIPTION - LENGTH REMARKS WEIGHT 1 Mil GUARDRAIL H0TWDGAftJXEDt%KPAI&4 020 279.1 1 MIlK TSI-1/2X1-1/2X3/16 10-9 3/4" A500-GR.B 829 36.1 1 maMlls TUBE1 1/2"XI/0" 15-10 5/8" A53-GR.B B2E 28.3 I mbM115 ROD5/8" 0-3 /3/16" A36 0.3 1 mbMll5 ROD5/8" 0.313/16" A36 0.3 3 ncM115 RODS/8' 0-37/8" A36 1.0 3 mdMll5 TS1-1/2X1-1/2X3/18 3-3 1/4" A500-GR.B 926 32.1 2 r,11M115 TSI-1/2X1-1/2X3/10 3-4" A500-GR.B 026 22.3 7 n9MI15 TS1X1X1/8 5-83/16" A500-GR.B 626 27.4 1 rnhMl15 TSI-1/2X1-1/2X3/16 3-5 1/2" A500-GR.B SIEIB1E 11.4 1 rniM115 TSI-1/2X1-1/2X3/16 4-0 1/2" A500-GR.B 826 13.3 1 mkMl15 TSI-1/2X1-1/2X3/16 3-5 5/16" A500-GR.B 52E 11.2 4 mmMll5 TS1XIXI/8 1-9 1/4" A500-GR.B 026 10,5 I -Ml 15 TS1XIXI/8 2-2 3/8" A500-GR.B 826 3.2 1 rnpM115 TSIXIX1/8 0-4 15/16" A500-GR.B S/ElSIE 0.6 27 nqMll5 1/2"_ SQUARE _BAR 2-53/16" A36 55.3 10 mrM115 I/2"_SOUARE_BAR 2-8" A36 22.7 1 msMll5 TSI-1/2X1-1/2X3/16 0-2 7/16" A905-GR.B 829 0.4 1 ,nIM115 1/2"_SOUARE_BAR 2-71/4" A36 2.2 1 pbMlls PL1/8"X2 1/2" 0-4 3/8" A36 0.4 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 3/4" 82 TYP U.N.O SEE DETAILS ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON _________________ "I CA SIR 71, (CIR/ 'IKI-ROOS F:' 4131I-0505 PROJECT: VBR_PARKING STRUCTURE P-I CONTRACTOR: VIASAT INC DEl. OWA: 67,E9 ENGINEER: CULP & TANNER RETAILER: TF ARCHITECT: IPD DRAWN: ppp CHK: RKP JOB NO.: Owe, NO.: 1710 M115 /\ DATE: 06/27/2017 DARE:0612712517 SHOP NOTE: GALVANIZED ONE - GUARDRAIL - Ml 16 - SHOP NOTE: GRIND SMOOTH ALL WELDS. I BURRS & ROUGH EDGES SEAL ALL WELDS BILL OF MATERIALS ADVANCE OTY MARKS DESCRIPTION W BILL LENGTH REMARKS EIGH I M116 GUARDRAIL HXM@GAL%MjA'lPA114 S2D 279.0 1 M116 TSI-I/2XI-1/2X3/16 10-9 3/4" A500-GR.B 620 361 3 rnaaM116 R005/8" 0-37/8" A36 1.5 3 mdMll6 TS1-1/2X1-1/2X3/I6 3-3 1/4" A505-GR.B GE 32.1 2 nTfM116 TSI-1/2X1-1/2X3/16 3-4" A500-GR.B 52E 22.3 6 nTgM1I6 TSIXIXI/8 2-83/16" A500-GR.B GE 23.5 4 mhMl16 TSIXIX1/8 1-9 1/4" A500-GR.B SSE 10.5 10 r,AMTI6 1/2SOUARE_BAR 2-8" A36 22.7 1 rnkMl16 TSI-1/2X1-1/2X3/16 3-51/2" A500-GR.R SIE,SIE 11.4 1 rnW10II6 TSI-1/2X1-1/2X3/76 3-55/16" A500-GR.5 32E 11.2 1 -Ml 16 TSIX1X1/6 0-410/16" A550-GR.5 SIEGE 0.6 2 1 rTpMl16 ROD5/8" S_-S 3/4" A36 0.7 I rnqMlIE TSIXIXI/8 2-513/16" A500-GR.B GE 3.6 1 rnM116 I/2"_SOUARE_BAR 2"-57/16" A36 2.1 1 n,sM116 TS1X1X1/8 2-23/8" A500-GR.B 826 3.2 26 n,IMl16 I/2_SOUARE_BAR 2-53/16" A36 53.3 1 moM1I6 1/2"_SOUARE_BAR 2-71/4" A35 2.2 I mwM116 TSI-1/2X1-1/2X3/I6 0-27/16" A500-GR.B GE 0.4 1 ,oxM116 TSIXIX1/8 0-2 1/16" A500-GR.B StEAlS 0.2 1 nyM116 TUBE1 1/2"Xl/8" 15-105/16" A53-GR.B GE 28.3 1 nuM116 TS1-1/2X1-1/2X3/16 4-01/2" A500-GR.B GE 13.3 1 pbMl16 PL1/8"X2 1/2" 0-4 3/8" A36 0.4 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: I BOLTS: I WELD: STEEL: 13/16"0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS B 010112017 ISSUED FOR RE-APPROVAL A 071100017 ISSUED FOR APPROVAL REV. SATE DESCRIPTION PACIFIC COAST IRON ISIS) ICI-RIIOT FCC .ICI-09011 PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR. VIASAT INC. REP. DWG. E2.E3.E4 ENGINEER: CULP & TANNER DECAILEE TF ARCHITECT: IPD DRAWN: ppp CUR: RKP JON NO.: DECO, NO.: 1710 Ml 16 /C\ DOTE: 06/27/2017 SBTE:55/27/2017 BILL OF MATERIALS ADVANCE BILL OTY MARKS DESCRIPTION LENGTH REMARKS WEIGHT 3 M117 GUARDRAIL 9BSLV6W(WPAiI SAC 624.7 3 Mill TS1-1/2X1-1/2X3/16 10-9 3/4" A500-GR.B BE 108.3 3 rnaMl17 TS1-1/2Xl-l/2X3/16 3-5 5/16" A500-GR.B SE 336 3 n,bM117 TSi-1/2X1-1/2X3/16 3-5 1/2" A500-GR.B SlEIBiE 341 3 nicM117 TSI-1/2X1-1/2X3I16 0-2 7/16" A500-GR.B BE 1.2 9 nidMl17 TSI-1/2Xl-1/2X3/16 3-3 1/4" A500-GR.B BE 96.2 3 r,ilM117 I/2"_ SQUARE _BAR 2-57/16" A36 6.2 78 nsgMli7 1/2"_SOUARE_BAR 2-53/16" A36 159.8 18 nihMl17 TSlXlXl/8 2-83/16" A500-GR.B BE 70.6 3 n4M117 TSIX1XI/8 2-5 13/16" A500-GR.B BE 10.9 3 rnkM117 1/2"_ SQUARE _BAR 2-71/4" A36 6.6 3 rrn,iMii7 TSI-l/2X1-i/2X3/16 0-3" ASOS-GR.B BE 1.7 3 —Ml 17 TUBEI 1/2"Xl/8" 12-i 11/16" A53-GR.B BE 65.3 3 nipMli7 1/2"_ SQUARE _BAR 2-8" A36 6.8 6 mqMli7 RODS/8" 0-33/4" A36 20 3 nirMi 17 TSlXlX1/8 0-2 1/16" A500-GR.B SIE/BIE 0.7 3 mM117 TS1XIX1/8 0-4 15/16" A500-GR.B StE/lIE 1.8 3 ,ntMll7 TS1XIX1/8 2-23/8" A500-GR.B BE 9.7 3 nvMlll TSI-1/2X1-1/2X3/16 01-4 A500-GR.B OAR 3.3 6 rnwM117 TSlXlX1/8 0-4" A500-GR.B 020 30 9 fliAM1l7 RODS/B" 0-313/16" A36 2.9 3/16 MMM117 A] 12 rnvM117 3 mwMll7 '- - M117 mhMll7 CTR'D A rnnMll7 mxMll7 701, mqMll7 B CTR'D C1'R'D 51/16 mhMll7 ' CTR'D i4t CS .. r-" 12 70, MD mk 117 a. 3/l6 mvMll7) CM..7 mwM11fl mnM117 cl t 117 12 _ -1, miMl 17 TYP Mii7 cm: 511h6 *6 TYP f6_ mx 1l7 mdM17 md 117 mh 117 Ml 17 c D C~ii6l! TY T 2~ B B c RID 6F CTR'D C 117 rndMjjL) TYPy " (26-mgM117' ev \CTR'D J 6@4=2'-O 6@4=2'-O 6@4=2'-O 6@4=2'-O - 2/I6 23/i6 2 2 2 2 26 3 2'-4% 2'-4% 2'-4% 2'-4% 9-1 1½ (TS1-½X1-1/2X3/16 x 10'-93/4) SHOP NOTE: GALVANIZED SHOP NOTE: -GRIND SMOOTH ALL WELDS. I BURRS & ROUGH EDGES - SEAL ALL WELDS 3- GUARDRAILS - M117 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16"0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON ioa C/iL ,A qI971, #4471 /1/191 11/1-91/ SO Fw, 15/-S9I/5 PROJECT: VBR_PARKING STRUCTURE P-I COSAnR.KCTSC.VIASAT INC. COP. OWG. E3,E4 ENGINEER: CULP&TANNER DETAILER: IF ARCHITECT: IFO DRAWN. ppp 1/RB, RE/P JOB NO.. DWG. NO: 1710 M117 ,/'\ DATE: 06/27/2017 DRIE:06127/2517 ONE - GUARDRAIL - M118 c-c SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS 3 /16 BILL OF MATERIALS ADVANCE BILL CITY ISSUs DESCRIPTION LENGTH REMARKS WEIGHT I MIIS GUARDRAIL 000B0206111022070P0108 SN 208.2 1 M118 TS1-I/2X1-1/2X3/I6 10-9 3/4" A500-GR.B 82E 36.1 I ,paMl 18 TS1-1/2001-1/2X3/16 3-5 5/16" A500-GR.B 026 11.2 1 nsbMlI8 TSI-1/2X1-1/2X3/I6 3-5 1/2" A500-GR.B StE/lIE 114 1 flSCM118 TSI-1/2X1-1/2X3/16 0-3" A500-GR.B ODE 0.6 1 ndMI18 TSI-I/2X1-1/2X3/16 0-2 7/16" A500-GR.B 82E 0.4 3 rT1M118 TSI-l/2X1-1/2X3/16 3-3 1/4" A500-GR.B ROE 32.1 26 mgMll8 1/2"SOUARE_BAR 2-53/16" A36 53.3 6 rnhMlle TS1XIX1/8 2-83/16" A500-GR.B WE 23.5 1 n9M1l8 TSIXIX1/8 2-5 13/16" A500-GR.B ROE 3.6 1 n00Ml18 TS1XIXI/8 2-23/8" A500-GR.13 B2E 3.2 1 oimM118 1/2"_ SQUARE _BAR 2-71/4" A36 2.2 1 -ml 18 TS1-1/2X1-1/2X3/16 0-4" A500-GR.B 520 1.1 2 ropMll8 TSIXIXI/8 0-4" A500-GR.B SOE 1.0 1 nsqMll8 1/2"_SOUARE_BAR 2-8" A3E 2.3 3 n,rM1I8 ROD5/8" 0-3 13/16" A3E 1.0 2 msM118 RODS/8" 0-33/4" A36 0.7 I TSIXIX1/8 0-2 1/16" A500-GR.B OlE/lIE 0.2 I *mxml18 TSIXIX1/8 0-4 15/16" A500-GR.B 8161816 0.6 I1/2SOUAREBAR 2-57/16" A36 2.1 1 TUBEI 1/2"XI/8 12-I 11/16" A53-GR.B ROE 21.8 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS, WELD: STEEL: 3/16"0 TYP U.N.O 8/4" 60 TIP U60 SEE DETAILS B 005/0517 ISSUED FOR RE-APPROVAL A 07110,2017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON iioa SjnVV,II.-.I.CA9IV7? I.VCIP C/Vr #44771/ -900 10191 1flIV F 4C1-99V% 'IBAPARKING STRUCTURE P-I DESCRIPTION: CONrnRCTOR:VIASATINC. REF,DWO. E2,E4 ENGINEER: CULP & TANNER DETOILER: TF PJ8CHrTECT: IPD DROWN: ppp CHK: RKP JOB NO.: DWO. NO.: 1710 M118 /&\ DATE 06/27/2017 DOTE:56/27/2017 SHOP NOTE: B I 0RJ01I20I7 I ISSUED FOR RE-APPROVAL A 07/1012017 ISSUED FOR APPROVAL GALVANIZED I REV, DATE I DESCRIPTION SHOP NOTE: I -GRIND SMOOTHALLWELDS. BURRS& ROUGH EDGES -SEAL ALL WELDS PACIFIC COAST IRON 9030 JamaChs RoAd ico, 41:1 S /V VVII.3, ('V 9197T COO/roe/Cr LieenRe #447,712 10151 101-9000 F:o 101-9990 PROJECT: I/BR_PARKING STRUCTURE P-I c3 DESCRIPTION: CCNCRACTOR.VIASAT INC. ENI/IREEB. CULP & TANNER ARCHITECT:IPD DROWN: ppp CUE: RKP DATE: 06/2712017 DATE:06/27/2017 ' E3,64 DErAILER: IF JOB NO.: I OWS, NO.: 1710 M119 ONE - GUARDRAIL - M119 A-A B-B BILL OF MATERIALS ADVAN MLLCE OTT 102660 DESCRIPTION LENGTH REMARKS WEIGHT 1 M119 GUARDRAIL IV10B/BSKANS0PCP/I6 025 275.6 1 M119 TSI-I/2X1-1/2M/16 12-5314" A500-GR.B B2E 36.1 4 oaMll9 TS1X1XI/8 2-03/4" A500-GR.B GE 12.3 1 mbMlls TS1-1/2X1-1/2X3116 - 4-6" A500-GR.B SIEVE 15.0 3 mdMll9 TS1-1/2X1-1/2X3/16 Y-31/4" A500-GR.B 626 32.1 2 1E1M119 TSI-1/2X1-1/2X3/16 3-4" A500-GR.B S2E 22.3 6 mgM119 TSIXIX1/8 2-83/16" A500-GR.B ODE 23.5 1 mhMlls TUBEI 1/2"X1/8" 15-10 5/16" A53-GR.B GE 28.3 I RiM119 TS1-1/2X1-1/2X3/16 3-5 5/16" A500-GR.B GE 11.2 1 RkMl19 TSIXIX1/8 0-4 15/16" A500-GR.B SIEVE 0.6 I no,M119 TE1X1X1/8 2-5 13/16" A500-GR.B GE 3.6 12 9nM119 1/2"_SOUARE_BAR 2-8" A36 27.2 I mpMllo 1/2"-SQUARE-BAR 2-5 7/16" A36 2.1 I mqMllg TS1X1X1I8 2-23/8" A500-GR.B ODE 32 26 mrMlls 1/2--SQUARE-BAR 2-53/16" A36 53.3 I msM119 1/2_EOUARE_BAR 2-7 1/4" A36 2.2 I rTtM119 TE1-1/2X1-1I2X3/16 0-27/16" A500-GR.B GE 04 1 TvM119 T01X1X1I8 0-2 1/16" A500-GR.B OlE/OlE 0.2 3 mwMll9 RODS/8' 0-3 7/8" A36 1.0 2 mxMlls RODS/8" 0-33/4" A36 0.7 I pbMll9 PL1/8"X2 1/2" 0-43/8" A36 0.4 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: I BOLTS: WELD: STEEL: 13/16"0TVPUN.0 3/4"ØTYPU.N.O SEE DETAILS BILL OF MATERIALS ADVANCE BILL Oil' S/SOIlS DESCRIPTION LENGTH REMARKS WEIGHT I M120 GUARDRAIL RS/0&V69EPAlZ S2E 275.7 I M120 TS1-I/2X1-1/2X3/16 10-9 3/4" A500-GR.13 82E 36.1 1 maM120 TSI-I/2X1-1/2X3/16 4-57/& A500-GR.B SIEI810 15.0 3 rncMI20 TS1-I/2X1-1/2X3/16 7-3114" A500-GR.B 626 32.1 2 BTdM120 TS1-1/2X1-l/2X3/16 3-4" A500-GR.B RE 22.3 7 rnIM125 TSIXIX1/8 2-83/16" A500-GR.13 32E 27.4 1 mgM120 TUBEI 1/2"XI/8' 16-106/8" A53-GR.B 626 28.3 1 rThMI20 TS1-1/2X1-1/2X3/16 3-55/16" A500-GR.13 62E 11.2 2 nliM120 TS1XIXI/8 2-03/4" A500-GR.B S26 6.1 1 okMI20 TSIXIXI/8 2-23/8" A500-GR.B 82E 3.2 1 rnrn11120 TSIX1X1/8 0-4 15/16" A500-GR.B SIEIBIE 0.6 2 rTnM120 TS1XIX1/8 2-0 5/8" A500-GR.B 020 6.1 27 EpMI20 1/2"_ SQUARE _BAR 2-53/16" A36 55.3 12 nTqM120 1/2_ SQUARE _BAR 2-8" A36 27.2 1 oorM120 TS1-1/2X1-1/2X3/16 0-2 7/I6" A505-OR.B 92E 0.4 1 flTSM120 1/2" SQUARE _BAR 2-71/4" A36 2.2 3 mtMl20 RODS/B" 0-3 7/8' A36 1.0 2 mvM120 - RODS/B" 0-3 13/16" A36 0.7 I pUMI 20 PLI/8"02 1/2" 0-4 3/8" A36 0.4 PAINT: HOT-DIPPED GALVANIZED )SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N. 0/4" 01 EVE UN C) SEE DETAILS ONE - GUARDRAIL - M120 20 SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS B 100010017 ISSUED FOR RE-APPROVAL A 07/150017 ISSUED FOR APPROVAL REV. DOTE DESCRIPTION 0030 J-1-h. Rood PACIFIC COAST IRON - SIr ESU Val],),(IA 91 97', (OISIPAFLHP Li-- #44-,71',! 4(5-5500 F,o .101-9007 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTIONI COMTBSCTOD:VIASAT INC. REF. OWN EBBS ENGINEER: CULP & TANNER DETAILERI IF ARCHITECT: IPO DRAWN: ppp CUT: RKP JOB NO.: DWG. NO.: 1710 M120 /e\ DATE: 06/27/2017 DBTE:06/27/2017 A-A - EXTERNAL SENT HOLES MUST BE AS CLOSE TO 10€ WELD AS POSSIBLE 050 MUST BE 20% SHE SUE SF THE loop SHE PIPE. BUT NOT LOSS T000SS/1OI.BAI IN MIUIAEIDB. -THO ESN END SECTIONS OR IN SMIIAR SECTIONS MUST BE -(13 MN) IN DUIMETER -€000 NEOUI.O RE LEETCOWLETELY MESS SM STAT/CIA OUT/BOMB. ART CLOSED SECTIONS MUST 11050 ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES HOSE LOCATED ON THE UNDERSIDE OF SOROONTEL MEMBERS AND 500TCAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE. 12 BILL OF MATERIALS ADVANCE BILL CITY 692505 DESCRIPTION LENGTH REMARKS WEIGHT I MI2I GUARDRAIL 61EFE9LVkE0SPAI&0 S2E 321.6 I M121 TSI-l/2X1-1/2X3/I6 10-9 3/4" AROO-GR.B B2E 36.1 1 maMl21 TSI-l/2X1-I/2203/16 4-5 5/16" A500-GR.B ES/OlE 14.8 2 maaM121 TS1X1X1/8 2-05/8" A500-GR.B GE 6.1 3 mbM121 ROD5/8" 2-37/8" A36 1.0 1 macMl21 TSIX1X1/8 2-5 13/16" AROO-GR.B GE 3.6 1 niadMl2l TS1X1X1/8 0-2 1/16" A500-GR.B SIEVE 0.2 3 rnafMl2l RODS/8' 0-3 13/16" A36 1.0 1 rflWM121 TEI-1/2X1-1/203/16 3-5 1/2" A500-GR.B GE 11.6 1 N05M121 TSI-I/2X1-1/2X3/16 1-0" A500-GR.B GE 3.1 1 0001M121 TSI-1/2X1-1/2X3/16 1-3" A500-GR.13 GE 3.8 1 makMl2l TS1-1/2X1-1/2X3/16 3-7 A500-GR.B SIEGE 11.8 2 mamM121 TSIXIX1/8 0-71/2" A500-GR.B 020 1.9 2 m20TMl2l TSIXIX1/8 0-0" A500-Gk.B S2E 3.0 1 mapMI21 lIT_SQUARE_BAR 2-57/16" A36 2.1 marM121 1 moqM121 1/2_SQUARE_BAR 2-71/4" A36 2.2 Im I ,RarMl2t TUBE1 1/2"X1/B" 16-10518" A53-GR.B GE 28.3 1 fl0dMl2l TSIXIX1/8 1-119/16" A500-GR.B 011/OlE 2.9 abMl2l 2 mpM121 TSI-1/2X1-1/2X3/16 3-4" A500-GR.R GE 22.3 I mqM121 TSIXIX1/8 2-03/4" A500-GR.B GE 3.1 6 ,TrM12l TS1XIX1/8 2-63/16" A500-GR.8 626 23.5 1 msMl2l TS1-1/2X1-1/2X3/16 3-3 13/16" A500-GR.8 S/ElSIE 11.0 3 mtM121 TS1-1/2X1-1/2X3/16 3-3 1/4" A500-GR.8 GE 32.1 26 TOVM121 I/2_SQUARE_BAR 2-53/18" A36 53.3 1 ORWMI2I TSIXIXI/8 0-415/16" A500-GR.8 S/ElSIE 06 -c 1 ITRMI2I TS1X1X1/8 2-23/8 A500-GR.B GE 3.2 I RTYM121 TS1X1X1/8 0-2" A500-GR.B GE 0.2 17 0000M121 l/T_SQUARE_BAR 2-8" A36 38.6 1 paM121 PL1/8"52 1/2" 0-43/8" A36 0.4 HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES I BOLTS: WELD: STEEL: 13/16"0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS A 07/1012017 ISSUED FOR APPROVAL REV, SATE DESCRIPTION PACIFIC COAST IRON 00/10 JanTocho 5004 - Sirio R'cllc3. CA VIHAT Co/radar Lircooc #44770 /0/0/ 401-9000 Faa .101-9903 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: CEN'TRACTSR:VIASAT INC. REF. EWE. E8,E1E,EII ENGINEER: GULP & TANNER DETAILER IF ARCHITECT: IPD DRAWN: ppp CHK: RKP JOB NO.: DWG. NO.: 1705 M121 DATE: 56/27/2017 DATE: 06/2712017 ONE -GUARDRAIL- M121 SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS ,s0l~ BILL OF MATERIALS ADVANCE QTY MARKS DESCRIPTION WEIGH BILL T LENGTH REMARKS 1 M122 GUARDRAIL 41S5LYAI209S1PAII5 SOS 3250 I M122 TSI-1/2X1-1/2X3/I6 10-9 314' A500-GR.B BSE 36.7 I maaMI22 TUBEI 1/2'XI/8" 15-10 5/8" A53-GR.8 DOE 28.3 I ,I7abMI22 TSI-1/2X1-1/2X3/16 1-3" A500-GR.B 82E 3.8 1 n,acMI22 TSI-112X1-1/2203/16 3-7 A500-GR.B OlE/OlE 11.8 2 WadM122 TSIX1XI/8 0-7 1/2' A500-GR.B S2E 1.9 2 ,RafM122 TSIXIX1/8 1-0" A500-GR.B S2E 3.5 1 n9agM122 1/2"_ SQUARE _BAR 2-57/16" A36 2.0 1 na5MI22 1/2--SQUARE-BAR 2-71/4' A36 2.2 1 rflCM122 TSI-1/2201-1/2X3116 3-5 1/2' A500-GR.B SIEVE 71.4 2 flTd10122 TSI-1/2X1-l/2083/16 31" A500-GR.B S2E 22.3 1 mIM122 TSI-1/2X1-1/2X3/16 3-I1 15/16" A500-GR.B MOE 13.1 3 mgMl22 TSIXIXI/8 1-9 1/4" A500-GR.13 S2E 1.8 6 rThM122 TSIXIX1/8 2-83/16' A500-GR.B 828 23.5 1 rniM122 TSI-1/2X1-1/2X3/16 3-3 13/16' A500-GR.B 010/OlE 11.0 3 rnkM122 TSI-1/2X1-1/2X3/16 3-3 1/4" A500-GR.B 520 32.1 26 mmMl22 I/2"_SOUARE_BAR 2-53/16' A36 53.3 1 flTTM122 TS1XIXO/8 0-4 15/16' ASOO-GR.B OlE/OlE 0.6 1 IRpMI22 TSIXIX1/8 2-23/8 A500-GR.B MOE 3.2 1 r,lqM122 TS1X1X1/8 0-2" A500-GR.B ME 0.2 1 nvMI22 TSTX1X1/8 1-81/16" A500-GR.B S/E/SIE 2.5 3 n,sM122 RODS/8" 0-3 3/4' A36 1.0 15 ITTlM122 1/2"_ SQUARE _BAR 2-8' A36 34.0 3 IovM122 RODS/8" 0-3 13/16" A36 1.0 1 rnwMl22 TSIXIX1/8 2'-513/16" A500-GR.B BOE 3.6 1 flTRM122 TSIXIXI/8 U-21/16* A500-GR.B SIE/BIE 0.2 1 nyM122 TSI-1/201-1/2X3/16 3-5 1/2' A500-GR.B DOE 11.6 1 mzM122 TS1-1/2X1-1/2X3/16 11" A500-OR.B 828 3.1 1 paM122 PL1/8"X2 1/2" 0-43/5' A36 0.4 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: I BOLTS: I WELD: STEEL: 3/16"0 VIP U.N.O 3/4"0 TVP U.N.O SEE DETAILS SSUD FOR RE-APPROVAL 8mu,r6,, AISSUED FOR APPROVAL DESCRIPTION PACIFIC COAST IRON 0 313 Jam,,h, Road V/,-iuOVII.-.2CA9Ul7/ (on1r1or Lie. #44T71:/ ICIRl 11/I-SO00 Fo 11/I-990r PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CORRIEACTOR:VIASATINC. BET OWA E8,E1O.E11 5/WINDER: CULP & TANNER RETAILER: TF ARCHITECT: WID DRAWN: ppp CMX: RKP JOB NO.: OWS. NO.: 1710 M122 /C\ DATE: 08/27/2077 OBIE:55/27/2517 - MBA- MEB,N,AAA.-A,,.L WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS ONE - GUARDRAIL - M123 EXTERNAL voNr HOLE: MUST BE AS CLOSE ro IRE WELD 5 POSSIBLE ABLE MUST BE WE THE SIZE OF THS ID OF ThE PIPE. EL/I NOT LESS THAN S/F 110 B/ElI IN DIAMETER. ENDS SHOULD BE LEFT COMPLETELY OPEN ON STAI1CRL BOTTOMS. ANY CLOSED SECTIONS MUST HAVE HOER/ATE HOLES TO PROVIDE VENT/AnON FOR NOV PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. -ALL UVEOS STE LOCATES ON TEE UNDERSIDE OF HORIZONTAL MEMBERS 550 VERTiCAL MEMBERS BENEATH ITS HORIZONTAL AD/ON MEMBER WHENEVER POSSIBLE BILL OF MATERIALS ADVANCE BILL OTT WORKS DESCRIPTION LENGTH REMARKS WEIGHT 1 M123 GUARDRAIL 61 (VA EWCPAI&5 S2E 2757 1 M123 TSI-I/2X1-1/2X3/16 10-9 3/4" A500-GR.B B2E 36.1 1 RaMI23 TSI-1/201-1/2X3/16 4-57/16' A500-GR.B OlE/OlE 14.9 12 maaMI23 1/2"_SOUARE_BAR 2-8" A36 27.2 1 mcM123 TS1-I/201-1/2X3/16 3-5 1/2' A500-GR.B S/V/OlE 13.4 I sTdM123 TS1-1/2X1-l/2X3/16 0-3" A500-GR.B B2E 0.6 3 mIM723 TS1X1X1/8 2-03/4" A500-GR.B S2E 9.2 6 nlgMl23 TS1XIX1/8 2-83/16' A500-GR.8 82E 23.5 I TThMl23 TS1-1/201-1/2X3/16 3-313/16' A500-GR.B SIE/BIE 11.0 3 ndM123 TSI-l/201-1/2X3/16 3-31/4' A500-GR.B 626 32.1 1 nTkMl23 1/2_SOUARE_BAR 2-7 1/4" A36 2.2 1 mmM123 TS1X1X118 2-5 13/16' A500-GR.B B2E 3.6 1 =M123 TS1X1X118 0-2 1/16' A500-GR.B 515810 0.2 I nTpMl23 TSIXIX1/8 0-4 15/16' A500-GR.B SIE/BIE 0.6 1 sTqMl23 TSIXIX1/8 2-23/8' A500-GR.B 626 3.2 I nTrM123 TSIXIX1/8 0-2" A500-GR.B B2E 0.2 1 msM123 TSlXtXl/8 11-11 9/16, A500-GR.B 215512 2.9 26 mtM123 I/2_SQUARE_BAR 2-53/16" A36 53.3 1 ERvM123 TUBEI 1/2"Xl/8" 15-10 5/16" A53-GR.B 626 28.3 2 nTwMl23 R005/8" 0-3 13/16' A36 0.7 1 nToM123 TSI-1/2X1-1/2X3/16 3-4 A500B 026 11.2 1 nTyM123 1/2'_SQUARE...BAR 2-57/16" A36 2.1 3 -M123 R005/8" 0-37/8' A36 1.0 1 pbM123 PL1/8"X2 1/2' 0-4 3/8' A36 0.4 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 3/4' 62 TYP U.N.O SEE DETAILS B I 00511217 I ISSUED FOR RE-APPROVAL A I 0//162017 ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON 030 J.-Ch. Hood bA V:,IIy, (A 0197/1 (Oil/PUI Lip Lie/lIST #44771/ /010/ 101-0000 FUR .1/11-0005 PROJECT: VBR PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR: VIASAT INC. REF. OWS. E3,65 ENGINEER: CULP&TANNER DETUILER: IF ARCHITECT: IPD BREWS: ppp ) CRC RKP I JOE MO.: I EWS. NO.: I I 1710 M123 /3\ DATE: 06/27/20/7 DATE:06/27/2017 BILL OF MATERIALS ADVANCE BILL 0Th' MARKS DESCRIPTION LENGTH REMARKS WEIGH 2 M124 GUARDRAIL MRSOMAWWAII4 OlE 558.1 2 M124 TSI-1/2X1-1/2X3716 10-93/4" A500-GR.B ROE 72.2 4 aM124 TSI-1/201-1/2X3/16 3-5 1/2 A500-GR.B 61E,SIE 45.5 12 rnbMI24 TSIXIX1/6 2-83/16" A500-GR.B GE 47.0 2 mcM124 1/2-SQUARE-BAR 2-71/4" A36 4.4 2 rndM124 TSIXIX1/8 2-23/8" A500-GR.B GE 6.4 20 roIM124 I/2"_SDUARE_BAR 2-8" A36 45.4 4 mgM124 R005/8" 0-313116" A36 1.3 2 mhM124 TSI-1/2X1-1/2X3/16 3-4" A500-GR.B 525 22.3 2 rfliMl24 1/2'-SQUARE-BAR 2-57/16" A36 4.2 6 TkM124 RODS/8" 0-37/8" A36 1.9 2 rrnnM124 TSO-1/2X1-1/2X3/16 0-3" A500-GR.B GE 1.1 2 nlnM124 TS1-1/2X1-I/2X3/16 2-11 15/16" A500-GR.B GE 26.2 6 mpM124 TSIXIX1/8 1-9 1/4" A500-GR.B GE 15.8 2 mqM124 TS1-1/2X1-1/2X3/16 3-3 13/16" A500-GR.B SIEVE 22.0 6 mrM124 TS1-1/2X1-1/2X3/16 3-3 1/4" A500-GR.B GE 64.1 2 rT5M124 TS1X1X1/8 2-5 13/16" A500-GR.B GE 7.3 2 rntMl24 TSIXIX1/8 0-2 1/16" A500-GR.B SIEVE 0.5 2 moM124 TS1X1X1/8 0-4 15/16" A500-GR.B SIEVE 1.2 2 niwM124 TSIX1X1/8 0-2" A500-GR.B GE 0.4 2 nioM124 TS1X1X1/8 1-8 1/16' A500-GR.B S1EIBIE 4.9 52 niyM124 I/2"_ SQUARE _BAR 2-5 3/16" A36 106.5 2 nizM124 TUBEI 1/2"X1/8" 15-105/16" A53-GR.B GE 56.5 2 pbMi24 PLI/8"X2 1/2" 0-43/6" A36 0.7 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16"0 TYP U.N.O 3/4" 0 TVP U.N.O SEE DEIAILS A 57II00017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON Q=a SIIuV,IICA/197 z ' 0 (CID)ICI-OIIVO .1111-06411 PRREECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CORTRHCTOR:VIASAT INC. RET. OWE. 62,63,E5 ENGINEER: CULP & TANNER DETAILEII: TF ARCHITECT: IPD SPAWN: ppp CAR: RKP .1DB NO.: O. NO.: 1710 M124 DATE: 06/27/2017 DATE:56127/2517 .- I BILL OF MATERIALS ADVANCE CITY MARKS DESCRIPTION WSlU EIGH LENGTH REMARKS I M125 GUARDRAIL R0182GNY*IO2PA1I 52E 218.3 I M125 TSI-I/2X1-1/2X3116 10-9 3/4' A500-GR.B E2E 36.1 1 rnaMl25 TSIX1X1/8 2-7 15/16' A500-GR.8 92E 3.9 3 naaM125 1/2--SQUARE-BAR 2-91/2" A36 7.1 1 n3/M125 1/2_ SQUARE _BAR 2-8 3/4" A36 2.3 1 mdM125 TSI-1/2X1-1/2X3/16 1-3" A500-GR.B 82E 3.9 1 ,,11M125 TUBEI 1/2'Xl/8" 12-6 3/4" A53-GR.B 82E 22.5 1 ngM125 TSIXIXI/8 1-7 3/8' A550-GR.8 S1EISIE 2.4 1 mhMI25 TSIXIXI/8 I-Il 1/2' A500-GR.B 626 2.9 I iM125 TSIXIXI/8 1-0 1/4' A500-GR.B SIE,91E 1.5 1 mnM125 TS1-1/2X1-112X3/16 3-5 5/16" A500-GR.B 825 11.2 1 ronM125 TSI-l/2X1-1/2X3/16 0-27/16' A500-GR.B 82E 0.4 3 npM125 TSI-1/2X1-1/2X3116 3-3 1/4 A500-GR.B 826 32.1 1 nqM125 1/2'-SQUARE-BAR 2-57/16' A36 2.1 25 rn%I125 1/2_ SQUARE _BAR 2-93/16' A36 51.2 5 T9M125 TS1XIX1/8 2-83/16" A500-GR.B 82E 19.6 I rTtM125 TS1XIX1/8 2-5 13/16' A550-GR.B R2E 3.6 1 1 rnvM125 I/D_ SQUARE _BAR 2-6 1/4' A36 2.1 3 nwM125 ROD5/8" 5-3 13/16" A36 1.0 I rnIIM125 ROD5/8" 0-33/4' A36 0.3 1 n)yM125 TS1XIX1/8 0-2 1/16" A500-GR.B DiE/OlE 0.2 1 rnzM125 TS1-1/2X1-1/2X3/16 3-2" A500-GR.B SIEVE 11.8 I paM125 PL1/8"Xl 7/16" 0--I 1/2" A36 0,1 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16'0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS A-A B-B ONE - GUARDRAIL - M125 SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON rinVIl,CA9I9T, (019) 451-OVOV ra 47/-9905 PROJECT: VBR_PARKING STRUCTURE P-I CONTR50105:VIASAT INC. ODP• OWA. E3,84 ENGINEER: CULP & TANNER DETAILCO: TF ARCHITECT: IPD DRAWN' ppp CON: RKP JOB NO,. DOG. NO: 1710 M125 Ac DATE: 06/27/2017 DHTE:06127/2517 BILL OF MATERIALS ADVAN BILL CE DIV MARKS DESCRIPTION LENGTH REMARKS WEIGHT 2 M126 GUARDRAIL K1B8LYK0{SPCPM5 SSE 359.4 2 M126 TS1-I/2X1-I/2X3/I6 R-IS" A500-GR.B BSE 65.0 2 I,,aM126 TS1-1/201-1/2X3/16 3-5 1/2" A500-GR.B SiE,SIE 227 2 nTbMI26 TSI-I/201-I/2X3/16 3-5 1/2" A550-GR.B Sit/DIE 22.7 16 nicM126 TSIX1X1/8 2-3 5/8" A500-GR.B 025 54.8 6 rndM126 TSi-I/2X1-1/2X3/16 3-4" A500-GR.B SE 67.0 56 ,nfM126 1/2"_SOUARE_BAR 5-8" A36 127.1 n SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 (VP U.N.O 314" 0 IVP U.N.O SEE DETAILS ISSUED FOR RE-APPROVAL ISSUED FOR APPROVAL 2- GUARDRAILS - M126 EXTERNAL VENT HOLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE. BUT NOT LESS THAN 3/B" (10 MM) IN ElF/WElSH. VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE I/S (13 MM) IN DIAMETER ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. AU. HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE REV. I DATE DESCRIPTION PACIFIC COAST IRON _________________ SIInV.II-.l.CA 9197? (6/9) 4111-9500 F., 1111-990? PBS/EEl: VBR_PARKING STRUCTURE P-I DESCRIPTION: SONTRACTSR:VIASAT INC. REF. 50/5: 63,64E5,68,E9 ENGINEER: CULP 6 TANNER DETAILER: TF ARCHITECT: (PD DRAWN ppp SHE: RKP JOB NS.: DIVA. NO.: DATE: 06/27/2017 SUTE:06/27/2517 1710 M126 /C\ ONE - GUARDRAIL - M127 —HOLES IN END SECTIONS ORIN SIM-R SECTIONS MUST BE -~13 MM) IN DIAMETER -ENDS SH OULD BE LEFT COMPLETELY OPEN OS 51011CR BOTTOMS. ANY CLOSED SUCCORS MUST HAVE ADEQUATE HOLES TO pROv:oEvENrILAnoN FOMENT PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. -ALL HOlES ARE LOCATED ONTOE UNDERSIDE OF HORHOlRIAJ. REUBENS AND CORRODE MEMBERS BENEATH ifS HORIZONTAL ADJOIZI BOMBER VHTEUEVER POSSIBLE. —AL B-B A-A c-c SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS BILL OF MATERIALS ADVANCE BILL OFT MARKS DESCRIPTION LENGTH REMARKS WEIGHT (IbN) 1 M127 GUARDRAIL K8G4V600PRI0 S2E 205.6 1 M127 TSI-1/2X1-1/2X3/16 10-8 7/8" A500-GR.B 32E 35.6 3 ,paMI27 TSI-1/2X1-1/2X3/I6 3-3 1/4" A500-1311.13 GE 32.1 7 rnbM127 TSIXIX1/8 2-7 5/16" A500-GR.B GE 26.7 1 mcM127 TS1XIX1/8 2-1 9/16" A500-GR.9 GE 3.1 23 ndM127 I/2_SOUARE_BAR 2-5 5/76" A36 47.3 1 n,1M127 TUBE1 1/2"XI/8" 16-4 9/16" A53-GR.B GE 29.2 4 mhMI27 ROD5/8" 0-37/8" A36 1.3 7 injM127 TSI-1/2X1-1/2X3/16 3-4 1/16" A500-GR.B GE 10.9 7 mkM127 TSI-1/2X1-1/2X3/16 0-3" A500-GR.B GE 0.6 1 rnn,M127 T51X1X1/8 0-4 15/16" A500-GR.B S1EIOIE 0.6 1 mnM127 1/2"_SOUARE_BAR 2-8" A36 2.3 SI-1/2X1-l/2X3/I6 3-5 1/2" A500-GR.B 51E101E 11.4 2"_SOUARE_BAR 2-61/4" A36 2.1 *MtM1127 ODS/8" 0-3 13/16" A36 0.3 SI-1/2X1-1/2X3/16 0-3 7/8" A500-GR.B GE 1.1 SIXIX1/8 0-3 7/8" A500-GR.B OlE 1.0 PAINT: HOT-DIPPED GALVANIZED )SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16"0TYP U.N.O Hid" Cl TYP IN (7 SOP DETAILS B 1 0051/2017 ISSUED FOR RE-APPROVAL A 07/100017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON S/riuVVIhL .CA9/977 (CIV) .1III-VVVV FAT .ICI-SSVI: PROJECT: VBR PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR: VIASAT INC. REF. SWA, E7,E9 ENGINEER: cut.P & TANNER DETOILER: TO ARCHITECT: IPD SHOWN: ppp CUE: RKP JOB NO.: DWS. NO.: 1710 M127 /&\ DATE: 06)27/2077 DOTE:56/27/2017 BILL OF MATERIALS BILL CITY MARKS DESCRIPTION LENGTH REMARKS RIQEHT I M128 GUARDRAIL ATWRDSLVK62D(OPUAIIO S2E 270.7 7ADVANCE 1 M128 TSI-1/2X1-1/2X3/16 10-8 IfS" A500-GR.B 820 35.6 I rnaM128 TUBEI 1/2"X1/8" 16-10 1/4" A53-GR.B 82E 30.0 3 mbMl28 TS1-1/2X1-1/2X3/I6 3-3 1/4" A500-GR.B WE 32.1 2 mcM128 TS1-1/2X1-1/2X3/16 3-4" A500-GR.B S2E 22.3 7 mdM128 TSIXIXI/8 2-75/16" A500-GR.8 BE 26.7 1 mIM128 TSI-I/2X1-1/2X3/16 3-51/2" A500-GR.B SIEJBIE 11.4 1 mgM128 TS1-I/2X1-1/2X3/16 4-01/2" A500-GR.B 82E 13.3 4 mhM128 TSIX1XI/8 1-91/4" A500-GR.B GE 10.0 I nliM128 TSIXIXI/8 2-I 9/16" A500-GR.B 926 3.1 1 RTkM128 TS1X1X1/8 0415/16" A500-GR.B S/ERIE 0.6 10 mmM128 1/2-.SQUARE-BAR 2-8" A36 22.7 23 mnM126 I/2"_SOUARE_BAR 2-55/16" A36 47.3 1 mpMI28 I/2" SOU ARE_BAR 2-6 1/4" A36 2.1 1 P 1 n1qMT28 ROD5/8" 0-3 13/16" A36 0.3 1 nlrM128 TS1-1/2X1-1/2X3/16 3-4 1/16" A500-GR.B 82E 10.9 4 nssM128 RODS/8"0'-3 7/8" A36 1.3 pbM128 PL1/8"02 1/2" 0'-43/8- A36 0.4 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16'0 TYP U.N.O 3/4"0 TYP U.N.O SEE DETAILS ISSUED FOR RE-APPROI ISSUED FOR APPROVAL ONE - GUARDRAIL - M128 (~A~ -ESTEPOBAL VENT hOLES MUSTOE AS CLOSE TO THE REmUS POSSOUU DOD MUST BE 25% ThE RIPE OF THE ID OF TED PIPE, SLIT NOT LESS THAN AIR (10 13121 IN DIAMETER. VEST HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST RE IA /13 MM) IN DIAMETER ENDS SHOULD MR LEFT COMPLETELY OPEN ON STATION BOTTOMS, ANT CLOSED SECTIONS OUST HOOF ADEQUATE MOLESTS PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERE PRESSURE -ALL ROLES ARE LOCATED ON THE UNDERSIDE OF ODROOIITUL MEMBERS BALD VERTiCAL MEBDEES REOEETR ITS 500IZONTALADJOIN MEMBER WHENEVER POSSIBLE SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS REV. I DATE DESCRIPTION PACIFIC COAST IRON mmm (.A TIP U5 T'II-3 CA 9197T 1510/ 4C1-OT00 FAA ICI-500V PROJECT: VBR_PARKING STRUCTURE P-i COSTRACTOR:VIASAT INC. REF. RWV: 67,E9 ENGINEER: CULP & TANNER DETAILEA: IF ARCHITECT: PD DRAWN: ppp ERR: RKP 108 NO.: NO,: 1710 M128 /E\ DATE: 06/27/2017 DATE: 06/27/2017 DWO. - EXTERNAL VENT HOLES MUST SE AS CLOSE TO ThE WELD AS POSSIBLE MO MUST BE 0% THE SIZE SF TOE ID BE PEO PIPE. BUT NOT LESS THAN SB' 10 1.0.11 IN DIAMETER. -VENT BOLES IN END SECTONS OR IN SIMILAR OECr:OBS MUST BE 10113 MIII IN DIAMETER - ENDS SHOULD BE LEFT COLOLETELT OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST RAPE ADEQUATE HOLES TO FROVISE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ARE LOCATES ON THE UNDERSIZE OF HORIZONTAL MEMBERS AND VERTICAl. MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE CONTRACTOR: VIASAT INC. REP. OWS. 67,69 ENGINEER: CULP & TANNER DETAILER: TF ARCHITECT: IPD DRAWN: ppp CUE: Al/P 108 10, DWO, NO.: 1710 M129 Ac DATE 06/27/2017 DRTE:06/27/2017 c-c SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. - BURRS & ROUGH EDGES - SEAL ALL WELDS BILL OF MATERIALS ADVANCE BILL OTT MARKS DESCRIPTION LENGTH REMARKS WEIGHT I M129 GUARDRAIL 010 GGELV8GD{SPCP0I S2E 2077 I M129 TSI-I/2XI-1/2X3/IE 10-8 9/16" A500-GR.B 62E 35.8 1 rnaM129 1St Xl X1/8 2-2 1/8 A505-GR.B GE 3.2 7 ETSMIDO ISIXIXI/B 2-77/B" A550-GR.B WE 27.2 1 nTCM129 1/2"—SQUARE—BAR 2-7 1/4" A36 2.2 1 mdM129 TUBEI 1/2"X1/8 62-0 1/2" A53-GR.B 626 21.6 1 T1M129 TSI-I/2X1-1/2X3/16 3-51/2" A500-GR.B SIEISIE 11.4 27 nTgMI29 1/2"_SOUARE_BAR 2-5 5/16" A36 55.6 3 mhM129 RODS/B" 0-37/8" A36 1.0 2 miM125 RODS/8" 0-313/16" A36 0.7 1 mkM129 TSI-1/2X1-1/2X3/16 0-3" A500-GR.B 626 0.6 1 Trn,1M129 TS1-1/2X1-1/2X3/16 2-55/16" A500-GR.B GE 11.2 1 nTnM129 TSI-1/2X1-1/2X3/16 0-27/16" A500-GR.B GE 0.4 3 m1 TSI-1/2X1-1/2X3116 3-3 1/4" A500-GR.B GE 32.1 1 mqMl29 TSI-1/2X1-1/2X3/I0 0-3 7/8" A500-GR.B SSE 1.1 2 mrM129 TS1X1X1/8 0-37/8" A500-GR.B S2E 1.0 1 nTsM129 1/2"_SOUARE_BAR 2-8" A36 2.3 1 nsIM129 1 TS1X1X1/8 0-4 15/16" A500-GR.8 515/SEE 0.6 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 3/16"0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS ONE - GUARDRAIL - M129 A-A B-B ISSUED FOR APPROVAL REV. I DATE DESCRIPTION PACIFIC COAST IRON CA /010/ TEI-USHO FIT OI-900I PROJECT: 5/BR_PARKING STRUCTURE P-I BILL OF MATERIALS ADVANCE BILL - OTY MARKS DESCRIPTION LENGTH REMARKS WEIGHT (I I M130 GUARDRAIL 81SRS5LV#60(SSEPAI1 SEE 324.6 I M130 TSI-I/2X1-1/283/I6 ID-B 9/16" A500-GR.13 SE 35.8 I ,naM130 TS1X1X1/8 2-59/16" A500-GR.B BDE 3.6 1 ETSSM130 TSI-1/201-1/2X3/16 3-5 1/2" A500-GR.13 ODE 11.6 1 mabM130 TS1-1/2X1-1/2X3116 1-0" A500-GR.B RE 3.1 I macM130 TSI-I/2X1-112X3116 1-3" A500-GR.8 SE 3.8 1 ITTadM130 TSI-1/201-1/2X311E 3-7" A500-GR.B OlE)DIE 11.8 2 mafM130 TS1X1X1/8 1-0 A500-GR.B SE 3.0 1 mbM130 TSIX1X1/8 0-2" A500-GR.B OlE/OlE 0.2 1 mcM130 TUBEI 1l2"Xl/8" 15-9 7116 A53-GR.B 82E 28.1 1 mdM130 1/2_SQUARE_BAR 2-5 1/2" A36 2.1 1 rnIMl3S TSI-1/2X1-1/2X3116 3-51/2" A500-GR.B OlE/OlE 11.4 2 rngM130 TSI-1/2X1-1/203/16 3-4" A500-GR.B SE 22.3 1 nshM130 TSI-1/2X1-1/2X3/16 3-11 15/16" A500-GR.B SE 13.1 3 miM130 TS1XIX1/8 1-91/4" A500-GR.13 S25 7.9 6 mkM130 TS1XIX1/8 2-77/8" A500-GR.B 825 23.3 I RrnAM130 TS1-1/2X1-1/2X3/16 3-3 13/16" ASOO-GR.B OlE/DIE 11.0 3 IEflM130 TS1-1/2X1-1/2X3IIE 3-3 1/4" A500-GR.B SE 32.1 26 TTpM130 I/2_SQUARE_BAR 2-55/16" A36 53.5 I mqM130 TS1X1X1/8 0-4 15116" A500-GR.B SIE/BIE 0.6 1 0004130 TS1X1X1/8 2-2 1/8" A500-GR.B SE 3.2 I rnsM130 TSIXIX1/8 0-2" A500-GR.B SE 0.2 I nTtM130 TSIXIXIIB 1-81/16" A500-GR.B SIEVE 2.5 15 mvM130 I/2"_SOUARE_BAR 2-8" A3E 34.0 I mwM130 1/2_SQUARE_BAR 2-7 1/4 A36 2.2 3 rnxM130 RODS/B" 0-37/8" A36 1.0 3 yM130 R005/8" 0-313/16" A36 1.0 2 TnZM130 TSIX1XI/8 0-71/2" A500-GR.B SE 1.9 I DaM130 PL1/8"02 112' 0-43/8' A36 0.4 &w-11 so '% ,j1lM102 FonM1ao2 ' inIiao2 mUA TN 3 Cm/IJ CpaM130 JS mcM130) E-E PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) 2 OPEN HOLES: BOLTS: WELD: STEEL: 13/I 6"0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS SHOP NOTE: GALVANIZED ONE - GUARDRAIL - M130 - EXTERNAL VENT HOlES MUST BE AS CLOSE TO THE WELD DO POSSIBLE DEW MUST BE 25% DIE 01W OF THE ID DV THE PIPE, OUTSET LESS TOAST HIP /10 1Q21 IN DIAMETER, DEEP HOLES ID EBB SECTIONS DR IS SIMILAR SECflOES DENT RE Ill' (IT MM) ODOMETER - ENDS SHOULD BE LEFT COTWLETOLV OPEN ON STATiON OOTTEAW. TZD'G.OSEO SECTIONS MUST 11USD UOEOEAIO HOLES TOPROVCEVEEITLATIDN FOR ANT PORTION NOT BEEN TO ATMOSPHERIC PRESSURE, -Dli. MOLES SOB LOCATED (01 TEE USOERSIDEOP HORIZONTAL MEMBERS SAID VERT100L MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE. B 5810017 ISSUED FOR RE-APPROVAL A 07/150017 ISSUED FOR APPROVAL REV. DOTE DESCRIPTION PACIFIC COAST IRON sIlEIIovUII.-y,cAVI9rI IEI9/ 101-9800 F. 101-550/U PROJECT: I/BR_PARKING STRUCTURE P-I DESCRIPTION: CONTRAETOE:VIASAT INC. REF. OWl/U E7,EIO,EII ENGINEER: CULP & TANNER DETOILEO: TF D p CBS: REP JOE NO.: EWe. NO.: A[BATEOI,W'lp~'017 1710 M130 OATE:06/27/2017 12 BILL OF MATERIALS ADVANCE BILL OTT MARKS DESCRIPTION LENGTH REMARKS WEIGHT I M131 GUARDRAIL 61KG/LY40PAII 12 96.5 1 M131 TSI-112X1-I/2X3116 5-8318" A500-GR.B S1EIBIE 18.9 4 mcM131 TSIXIXI/8 2-8 11/16" A500-GR.B RE 16.2 I wdM131 TSI-1/2X1-112X3/16 3-7" A500-GR.B S1EIBIE 11.8 1 mfM131 TS1-1/2X1-1/2X3/16 3-5 1/2" A500-GR.B S2E 1L6 16 m9M131 I/2"_SQUARE_BAR 2-9 1/2" A36 138.0 Mil PANT. HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL 13/16" ØTYP U.N.O 3/4" 0 TYP IJ.N.O SEE DETAILS ONE - GUARDRAIL - M131 REV. I DATE DESCRIPTION — PACIFIC COAST IRON CA 91977 - 90311 JomoCho 11004 - Cti'ere //44??I2 VlSI 491-91100 FOX 461-9900 VIER PARKING STRUCTURE P-I DESCRIPTION: C000R4CVVR: VIASAT INC. REF. BAR, E3 ENGINEER: CULP & TANNER DETAILED: TF ARCIIITECr: IPD DRAWN: ppp CHK: RKP JOB NO.: DWG. NO.: 06/27/2017 DATE: 06/27/2017 1710 M131 SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES -SEALALLWELDS EXTERNAL VENT HOLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE. BUT NOT LESS THAN 3/8" (10 MM) IN DIAMETER. "VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE 1/2"(13 MM) IN DIAMETER "ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE BILL OF MATERIALS ADVANCE BILL OTT MARKS DESCRIPTION LENGTH REMARKS HT 2 M132 GUARDRAIL KTEDGkVIJGO9CPAII9 SDE 483.5 2 M132 TSI-1/2X1-1/2X3/I6 13-5 112" A500-GR.B SIEISIE 89.8 20 maMI32 TSIXIX1/8 2-813/16" A500-GR.13 SE 76.4 4. mbMI32 TSIX1X1/8 54" A500-GR.B 53/ 3.0 2 ,10M132 TS1-1/2X1-1/2X3/I6 0-71/2" A500-GR.B S/ElSIE 3.8 10 rndM132 TSI-1/2X1-1/2X3/16 3-51/2" A500-GR.B OlE 115.9 82 mfM132 1/2_SOUARE_BAR 2-91/2" A36 194.8 11h CUT mdM132 3/16V \ 4 , _mcMia) —_ CmM Typ> maM132) (mfMi PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 12/16" 01W U.N.O 3/4" 0 TYP U.N.O SEE DETAILS maM132D (mbM132 NO GALV. L2 ALL AROUND rvP TYP 3/16 SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS A 07/155517 ISSUED FOR APPROVAL REV, SATE DESCRIPTiON PACIFIC COAST IRON i/COO 000TOAIAE 60o4 CI IC 00 i Lol:triloreIOo' CA 0)070 /61S/ 101-9000 FIIH 101-0500 PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION CONEL000EOS:VIASAT INC. TE,DWA: 87E8EI0EII ENGINEER: CULP 8 TANNER DETAILER: TF ARCHITECT: IPD DRAWN: ppp CUR: RKP JOB NO.: DWA>NO.: 1710 M132 /C\ HATE: 06/27/2017 DATE:06/27/2017 2- GUARDRAILS - M132 (~50~ ESTEDMAL ADO WEBS MUST RE AS CLOSE TO TOE WEB AS WE EDO MUST 800% THE SUE OF IRE lB OF THE PEE. BUT NOT LESS TR011 AIr Cla MM) IN SLIZUETER. ENDS ShOULD HE LEFT COI,HI.ETAI.Y OPEN ON STATION BOTTOM. POLE CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTilATION FOR ONE P0011CM NOT OPEN TO ATMOSPHERIC PRESSURE ALL HOLES ARE LOCATED ON THE U000ORIOR OF HONIZONTOI MEMBERS AND VONTICAL MET,MERS BENEATH ITS HORIZONTAL ADIOS MEMBER AITIDNEVER POSSIBLE SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS A-A PAINT HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES BOLTS WELD STEEL 13/16" 0 TYP U.N.O 3/4" 0 TYP U.N.O SEE DETAILS BILL OF MATERIALS ADVANCE OTT MARKS DESCRIPTION VIH BILL T LENGTH REMARKS I M133 GUARDRAIL B1PSBLRD000PK&5 $20 14E2 1 M133 TSI-1/2X1-1/2X3116 13-5 1/2" A500-GR.B GE 44.7 I maM133 TS1-1/2X1-1/2X3f16 3-7- A555-GR.8 SIEIBIE 11.8 I mcMI33 TS1XIXI/8 5-2" A500-GR.B RE 0.2 1 ndM133 TS1-1/2X1-1/2X3/16 0-33/8" A555-GR.B SIB/OlE 0.7 I n,1M133 TSIXIXI/8 S-I 7/8" A500-GR.B GE 0.2 1 n,9M133 TS1-I/2X1-1/2X3/16 3-5 1/2" A500-GR.B 525 11.6 3 mhM133 TS1-1/2X1-1/2X3/16 T-51/2" A500-GR.B GE 34.8 8 fl/1M133 TS1X1X1/B 3-21/2" A500-GR.B 525 38.2 ONE - GUARDRAIL - M133 EXTERNAL VENT HOLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE. BUT NOT LESS THAN 3/8(10MM) IN DIAMETER. VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE 117(13MM) IN DIAMETER "ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ME LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE A 07/I0017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON _________________ Si V II (5 V (TIE) 15/-SI/TO IT/-OX/I/i PROJECT VBR PARKING STRUCTURE P-I DESCRIPTION: EONTRACTOR:VIASAT INC. REF. DWG. E7,ETS.E11 ENGINEER: CULP B TANNER SETAILER TF ARCHITECT: IPD DRAWN: ppp CHIC REP JOB NO.: DWO.NS.: SATE: 06/27/2017 DATE:I3R(27/2517 1710 Ml 33 Ac I BILL OF MATERIALS ADVANCE OTT MARKS DESCRIPTION WEIGH BILL T LENGTH REMARKS 1 M134 GUARDRAIL S140IiY6PAI1 ES 96.6 I M134 TS1-I/251-I/2X3/16 5-8 I/2 A500-GR.B SIEIBIE 18.9 4 maM134 TS1X1X118 2-83/4" A550-GR.B SZE 16.3 1 mbM134 TSI-l/2X1-1/233/16 3-7" A500-GR.B SIEIBiE 11.8 16 mcM134 11/2'-SQUARE--BAR 2-91/2" A36 38.0 I 1 mdM134 TS1-1/251-1/2X3/I6 13'-51/2- A500-GR.B 020 11.6 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL 13/16"øTYPU.N.O 0/4" ETTYP II NO SEP DETAILS SHOP NOTE: GALVANIZED SHOP NOTE: — GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES — SEAL ALL WELDS C IWZN017 1 ISSUED FOR RE-APPROVAL B 0810712017 ISSUED FOR RE-APPROVAL A 0510/2017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 038 Jn-haI?od CootoTtVLo:nse#44/2 16181 481-911011 Fox 4811-0960 PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: COSTSSCTOR. VIASAT INC. REP. OWG. E8,EI1 ENGINEER: CULP & TANNER DETAILED: TE ARCHITECT: IPD SPAWN: ppp EKE: RET JOB NO,: OWe, NO.: DATE: 06/27/2517 DATE: 06/27/2017 1710 M134 ONE - GUARDRAIL - M134 EXTERNAL VENT HOLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE. BUT NOT LESS THAN 3/8" (10 MM) IN DIAMETER. VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE VT (13 MM) IN DIAMETER ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE. BILL OF MATERIALS ADVANCE WEIGHT BILL OTY MARKS DESCRIPTION LENGTH REMARKS (IbE) I M135 GUARDRAIL (E14WES19M9(11PCPAI S2E 244.9 1 M135 TSI-1/2X1-1/2X3/16 14-I" A500-GR.B S2E 47.2 12 WaMI35 TSIXIX1/8 Z-215/19" - A500-GR.B 020 40.1 5 rnbMI35 TSI-1/2X1-1/2X3/I6 3-5 1/2" A500-GR.B S20 57.9 42 mcM135 1/2"_SOUARE_BAA 2-91/2" A36 99.8 IL ALL AROUND TYP T' 2 N _____ ______ ______ _____ (4mcM135 _ 5 A 7i:3D E1•. Ir 2I16 26 26 2 1 26 26 23/i6 2/i 216 23/i6 17 < 1'i 6@4=2-O 6@4=2'-O 6@4=2-0 - 6@4=2-0 6@42-0 6@4=2-0 2311/16 2'-4 /16 2-4I16 2-4 /16 2'-4/I6 2311/16 TS1-½X1-½X3,6 x 14-1 ) GALV. LAROUND PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES, BOLTS, WELD, STEEL, 13/16" 0 TYP U.N.O VA'ST TYP IN CT KFF OFTAII S B I SARI/All ISSUED FOR RE-APPROVAL A 0711572017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 0038 JomAehA RoAd icoa A V,,Il.y, CT 9197', i.Contrtor LieenRc #447704 (019/ 101-ROSS F,T .101-9904 PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CSNTOOCTOR:VIASAT INC. REF. DWG: E8E10Ell ENGINEER: CULF & TANNER OETAILER: IF ARCHITECT: IPD DRAWN ppp CR5 RKP JOB NO.: I DWG. NO.: 1710 M135 /e\ 1 I DATE: 06/27(2077 OOTE:06/2712017 SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS ONE - GUARDRAIL - M135 lOP NOTE: LVAN IZED 3HOP NOTE: 3RIND SMOOTH ALL WELDS. URRS & ROUGH EDGES 3EAL ALL WELDS ONE - GUARDRAIL - M136 PAINT. HOT-DIPPED GALVANIZED (SSPC PAl 62) OPEN ROLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 5/4" 0 TYP U.N.C) SEE DETAILS REV. I DATE I DESCRIPTION PACIFIC COAST IRON ________________ (;onuDTtoIL.T:nso#44712 019) 491-9110(1 Fox 491 -09110 PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR: VIASAT INC REP, OWN. E7,E1O ENGINEER: GULP & TANNER DOTAII.DO: 19 ARCHITECT: PD DRAWN: ppp CuR: RKP NO.: DWG. NO.: DATE. 06/27/2017 DATE 06/27/2017 1710 1VI 1 36 BILL OF MATERIALS ADVANCE BILL OTT MARKS DESCRIPTION LENGTH REMARKS WEIGHT I M136 GUARDRAIL S1GILY9IPAIl 19 55.3 I M136 TSI-V2XI-M3/16 2-6 7/8" A500-GA.B B2E 8.2 2 mbMI36 TSI-1/2X1-112X3/16 3-7" A500-GR.B S1EIB1E 23.6 2 mcM136 TS1X1XI/8 2-37/8" A500-GR.B S2E 6.9 7 mdMI36 I/2SOUARE_BAR 2-9 1/2" A36 16.6 EXTERNAL VENT HOLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE, BUT NOT LESS THAN 3/8(10MM) IN DIAMETER. VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE 1/2"(13 MM) IN DIAMETER ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE. ri t' BILL OF MATERIALS ADVANCE BILL OTY MARKS DESCRIPTION LENGTH REMARKS WEII I M137 GUARDRAIL {1Vt5GGEYNSCPAI&5 05 68.4 I M137 TSI-I12Xl-If2X3/I6 51-61 A500-GR.B ME 18.0 4 naM137 TS151X118 2-6 3/4W A500-GR.B ODE 15.3 I mbM137 TS1-112X1-112X3/I6 3-7* A500-GR.B SIESTE 10.8 I mcMI37 TST-112X1-1/253/I6 3-7- ASOO-GR.B SIEJBIE 11.8 I TKIM137 TSI-1/2X1-1/2X3/16 3-5 1/2 A500-GR.B ODE 111.6 PAINT. HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13116"0 VP U.N.O 3/40 NP U.N.O I SEE DETAILS ONE - GUARDRAIL - M137 SHOP NOTE: — GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES — SEAL ALL WELDS (~i~o EXTERNAL VENT ROLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE. BUT NOT LESS THAN 318 110 MM) IN DIAMETER. VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST 861/2 I3 MM) IN DIAMETER ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. All. HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE REV. I DATE I DESCRIPTION PACIFIC COAST IRON ing CA 9197-, Cont Solo Li—se #44,712 1010) 401 -9/100 Fox 40-990T PROJECT: VBR_PARKING STRUCTURE P-I DESCRIPTION: CONTRACTOR VIASAT INC. REP. SWS. E7,E10,E11 ENGINEER: CULP & TANNER DETOII.ER: TF ARCHITECT: IPD DRAWN: ppp CHK: RKP JOB NO.: O DWS. NO. : 1710 FV1137 SATE: 06/27/2517 SATE: 06/27/2017 BILL OF MATERIALS ADVANCE OTT ROOKS DESCRIPTION LENGTH REMARKS WEIGHT BILL I M138 GUARDRAIL }E1BU4A6E1DI1SAtPAUZ ODE 96.9 1 M138 TSI-I/2X1-1/2X3/I6 10-0" A500-GR.B S1ESIE 33.3 1 TBMI38 TSI-1/2X1-1/2X3/16 3-7" A500-GR.B S1EISIE 11.8 2 rnbMI38 TSI-1/2X1-1/2X3/16 3-5 1/2" A500-GR.B GE 23.2 6 rncM138 TS1X1X1/8 3-21/2" A500-GR.B ODE 1 28.7 SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 TYP U.N.O 3)4" 0 TYP U.N.O SEE DETAILS ISSUED FOR APPROVAL ONE - GUARDRAIL - M138 "EXTERNAL VENT HOLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE. BUT NOT LESS THAN 3/8" (10 MM) IN DIAMETER. VENT HOLES IN END SECTIONS 0518 SIMILAR SECTIONS MUST 861(2(13 MM) IN DIAMETER ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE. REV. I DATE DESCRIPTION PACIFIC COAST IRON - 003000maehC600d G IC Sa Vp, Cl VISTY CoCirCelor LieeCoe EI44771V IVIg:I IC—SCAR Foo VOl — ASOY PROJECT: V8RyARKING STRUCTURE P-I CONTRACTOR. VIASAT INC. RE E2,E5,E6 ENGINEER: CULP & TANNER DETAILER: TF ARCHITECT: IPD DRAWN: ppp CRC RKP JOB NO.: D.G. NO.: 1710 M138 /\ DATE: 06127/2017 DATE 06/27/2017 12 12 SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS I BILL OF MATERIALS ADVANCE DIV MARKS DESCRIPTION WEIGH BILL T LENGTH REMARKS I M139 GUARDRAIL HN-I)MGAIVMUAKPA)&4 SE 65.3 I M139 TS1-1/2X1-1/2X3/16 5-0" A500-GR.B 32E 16.3 4 maMI39 TSIX1X1I8 2-3 3/4" ASOO-GR.B 02E 13.8 I mbM139 TS1-1/2X1-1/2X3/16 3-7" A500-GR.B S1EI81E 11.8 1 ,scM135 TSI-1/2X1-1/2X3/I6 37" A500-GR.B 5161016 11.8 I mdMI39 TSI-I/2X1-1/2X3/16 3-5 1/2" A500-GR,B S2E 111.6 PAINT. HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL: 13/16" 0 1YP U.N.O 3(4" 0 TYP U.N.O SEE DETAILS ISSUED FOR RE-APPROVAL ISSUED FOR RE-APPROVAL ONE - GUARDRAIL - M139 REV. I DAIS DESCRIPTOR PACIFIC COAST IRON - 8038 TCmOTh (TEd p I- - CofltetorUeense#44 /12 16151 4131-81100 FIx 461-99115 RBO.IECT VBR_PARKING STRUCTURE P-I CONTRACTOR. VIASAT INC. RET. DWG: E2.E5,66 ENGINEER: GULP & TANNER DETAIlED IF ARCHITECT: IPD DRAWN: ppp CEO: RKP JOB NO.: DATE: 06/27/2017 DAVE: 08/27/2017 1710 39 EXTERNAL VENT HOLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE. BUT NOT LESS THAN 3/8" (10 MM) IN DIAMETER. VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE 112 (13 MM) IN DIAMETER ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE EXTERNAL VENT HOLES MUST BE AS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE ID OF THE PIPE, BUT NOT LESS THAN 3/8" (10 MM) IN DIAMETER, VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE 1/2'(13 MM) IN DIAMETER ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE. no 12 SHOP NOTE: GALVANIZED SHOP NOTE: — GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES — SEAL ALL WELDS ONE - GUARDRAILL - M140 BILL OF MATERIALS ADVANCE OTT MARKS DESCRIPTION WEIGH BILL T LENGTH REMARKS I M140 GUARDRAILL IM-I)MGAIVAUMCPAIU, SE 55.3 I MI40 TSI-I/2X1-1/2X3/16 2-6 7/8" A500-GR.B BSE 8.2 2 maM140 TSI-I/2211-I/2X3/I6 3-7" A505-GR.B SIEVE 23.6 7 ,obMI40 II2"_SQUARE_13AR 2-9 1/2' A36 16.6 2 mcM140 TS1X1X1/8 2-37/& A500-GR.B 52E 6.9 HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: BOLTS: WELD: STEEL 13/16" 0 TYP U.N.O 3/4 0 TYP U.N.O SEE DETAILS C IMZM017 I ISSUED FOR RE-APPROVAL B 0810112017 ISSUED FOR RE-APPROVAL A 0711012017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 90711 JomoohA liVed gmmm Conti actor License 9I97 16 19) 461-5(100 FoE 452-9905 VBR_PARKING STRUCTURE P-I CONTRACTOR: VIASAT INC. REP. DWG: E10 ENGINEER: CULP & TANNER DETAII.ER: IF IPD DRAWN: ppp ERR. JOB NO: OWG.NO.: DATE: 06127/2017 DATE: 06/27/2017 1710 FV1 1 40 11/2 CUT CUT 11/2j T. ----------- I' I II 1:1 ':,I C m, c 7- mcMl4l CTR'D mbMl4l CTR'D 6@4=2'-O 1 .211/16 2'-5 /8 (TS1-1/2X1-1/2X3/16 x 2'-6 /8) - SHOP NOTE: GALVANIZED SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS ONE - GUARDRAIL - M141 (~e4 EXTERNAL VENT HOLES MUST SEAS CLOSE TO THE WELD AS POSSIBLE AND MUST BE 25% THE SIZE OF THE )D OF THE PIPE, BUT NOT LESS THAN 2/8" (10 MM) IN DIAMETER. VENT HOLES IN END SECTIONS OR IN SIMILAR SECTIONS MUST BE 1/2"(13 MM) IN DIAMETER "ENDS SHOULD BE LEFT COMPLETELY OPEN ON STATION BOTTOMS. ANY CLOSED SECTIONS MUST HAVE ADEQUATE HOLES TO PROVIDE VENTILATION FOR ANY PORTION NOT OPEN TO ATMOSPHERIC PRESSURE. ALL HOLES ARE LOCATED ON THE UNDERSIDE OF HORIZONTAL MEMBERS AND VERTICAL MEMBERS BENEATH ITS HORIZONTAL ADJOIN MEMBER WHENEVER POSSIBLE. TYP -3/ (0 2:' TYP 1' '- p cv) <I- o 00 Z 211/16 ZO CC -J -J ar 1 c'J C1) -J w BILL OF MATERIALS ADVANCE WEIGHT BILL GTE MARKS DESCRIPTION LENGTH REMARKS I M141 GUARDRAIL W4tNWG6V6PlIl SiT 55.3 I M141 TSI-1/2X1-1/2X3/I6 2-67/8" A500-GR.B 626 8.2 2 maM141 TSI-I/251-1/2X3/16 3-7" A500-GR.B SIEIUIE 23.6 2 mbM141 TSTXIXI/8 2-37/8" A500-GR.B RE 6.9 7 mcM141 1/2" SQUARE BAR 2-9 1/2" A36 16.6 2'-6 /8 PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: I BOLTS: WE. STEEL: 13/16" 0 TYP U.N.O 3/4 0 TYP U.N.O SEE DETAILS C 0922/2017 1 ISSUED FOR RE-APPROVAL B 0210I/2017 ISSUED FOR RE-APPROVAL A 07/102017 ISSUED FOR APPROVAL REV, DATE DESCRIPTION PACIFIC COAST IRON 003/I lomophV I/OVA ControTtorLiTnse #44 7I2 619) 401-9000 PVC 461-0905 PROJECT: VBR_PARKING STRUCTURE P-i DESCRIPTION: CONTRACTOR: VIASAT INC. RIP:-: E2E3 ENGINEER: CULP & TANNER RETAILER: TP ARCHITECT: IPD DRAWN: ppp SHE: RKP JOB NO.: OWG.NO.: 1715 I4 141 DATE: 56/23/2577 DCrE:SE/23/2017 BILL OF MATERIALS ADVANCE BILL CITY MARKS DESCRIPTION LENGTH REMARKS WEIGHT 2 M148 STAIR IKI490KVNI{SSltPA1l S2E 1367.9 2 M148 MCI2X10.6 11-6 13/16" A36 OlE/OlE 229.1 2 aaM148 L2X2X1/4 3-45/8" A36 21.6 2 abM148 L302-1/2X5/16 0-6" A36 55 2 acM148 L3X2-1/2X1/4 0-4" AGE 3.0 4 adM148 L3X3XI/4 - 0-4" A36 6.5 2 naM148 MCI2XI0.6 4-3" A36 SIEVE 95.7 16 rnbMI48 SHTI2GA)(22 1/8" 4-6" A36 684.0 2 mcM148 S6T120A024 4-6" A36 92.7 2 mtMI48 MC12X10.6 Il-il" A36 DIE/OlE 233.6 2 paM148 PLI/4XI 1/2" 0-5 1/16" AGE 1.1 4 pbM148 PLI/4"X1 1/2" 0-79/16" A36 3.2 2 pcM148 PL1/4"XI 1/2 0-2 13/16" A36 0.6 4 pdM148 PL1/4"Xl 1/2" 0-23/4" A36 1.2 18 mdM148 WOODEN TREAD 4-6" WOOD 0.0 PAINT; NOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES- BOLTS; WELD; STEEL; 13/16"0 TYP U.N.O 3/4" 0 TYP U.FJO SEE DETAILS SHOP NOTE: GALVANIZED DETAIL 2 SHOP NOTE: - GRIND SMOOTH ALL WELDS. BURRS & ROUGH EDGES - SEAL ALL WELDS WORK THIS DWG.WITH M148-1 SHEET NO.2 OF 2 B lEnt/Oil ISSUED FOR RE-APPROVAL A 05010017 ISSUED FOR APPROVAL REV. DATE DESCRIPTION PACIFIC COAST IRON 038 J, ad 19 Con1rotorL #4477I IKI-6860 F; .161-SOOT VBR_PARKING STRUCTURE P-I DESCRIPTION; CONTRSC000.VIASAT INC. REF. DWG. E2,83,E4,E5 ENGINEER; GULP & TANNER DETAII.ER; TF ARCHITECT: IPD SPAWN; ppp CUR; RKIP JOB NO; DWG NO; 1710 M148 (1 OF 2) /\ DATE; 06/27/2017 DRCE;06/27/2017 111 3 SIDE 2- STAIRS - M148 WORK THIS DWG WITH M148 SHEET NO.1 OF 2 B 08/020/7 ISSUED FOR RE-APPROVAL A 086112017 ISSUED FOR APPROVAL REV DATE DESCRIPTION PACIFIC COAST IRON (015/ 101-0500 40I-9905 VBR_PARKING STRUCTURE P-I DESCRIPTION CONTRACTOR. VIASAT INC. REF DWS. E2.E3,64,E5 ENGINEER: CULP & TANNER RETAILER: TF ARCHITECT: IPD DRAWN. ppp GEE. RKP JOB NO: DWG, NO: 1710 - DATE: 06/27/2017 OATE:06/27/2017 M148-1 (2 OF 2) /\ DETAIL 3 / PAINT: HOT-DIPPED GALVANIZED (SSPC PAl & 2) OPEN HOLES: I BO-S I WELD: STEEL: 13/16"0 TYP U.N.O 5/4" 0 TYP U.N.O SEE DETAILS LWA