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Permit D99-0419 - BNSF - Wash and Maintenance Pad
New olsoll- ifl fic . P110 STRUCTURAL CALCULATIONS for WASH/MAINTENANCE: FACILITY BURLINGTON NORTHERN SANTA FE PUGET SOUND HUB CENTER TUKWILA, WASHINGTON Prepared for: Kennedy/Jenks Consultants 530 South 336th Street Federal Way, Washington Prepared by: Sitts and Hill Engineers, Inc. 2901 South 40th Street Tacoma, Washington NOVEMBER, 1999 WASH/MAINTENANCE FACILTY STRUCTURAL CALCULATIONS FOR BURLINGTON NORTHERN SANTA FE PUGET SOUND HUB CENTER TUKWILA WASHINGTON PREPARED FOR KENNEDY/JENKS CONSULTANTS INC. 530 So. 336th Avenue So. Federal Way, WA 98003 SET No. EXPIRES: 1fri{iji PREPARED BY SITTS & HILL ENGINEERS INC. 2901 SO. 40TH ST. TACOMA, WASHINGTON 98409 NOVEMBER, 1999 JOB No. 9255 TABLE OF CONTENTS OF STRUCTURAL CALCULATIONS PREPARED FOR KENNEDY/JENKS CONSULTANTS BNSF WASH / MAINTENANCE FACILITY PUGET SOUND HUB CENTER TUKWILA, WASHINGTON SECTION 1 - BASIS OF DESIGN SECTION 2 - WASH/MAINTENANCE BUILDING STRUCTURAL CALCULATIONS FOR: - FOUNDATIONS - FLOOR SLAB - OILNVATER SEPARATOR TANK FOUNDATION APPENDIX A - GEOTECHNICAL REPORT APPENDIX B - EQUIPMENT DATA APPENDIX C - METAL BUILDING MANUFACTURER'S CALCULATIONS AND DRAWINGS SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40th. Street, Tacoma, WA 98409-5697 Telephone: (253) 474-9449 Fax #: (253) 474-0153 1.0 BASIS OF DESIGN GENERAL ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S. RANDALL C. HAYDON, P.L.S. THIS DESIGN CRITERIA COVERS THE REQUIREMENTS RELATIVE TO THE LAYOUT AND STRUCTURAL DESIGN FOR THE NEW METAL BUILDING LOCATED AT THE BNSF PUGET SOUND HUB CENTER AT 12400 51ST PLACE SOUTH IN TUKWILA, WASHINGTON. AUTHORIZATION TO PROCEED WITH THE PROJECT WAS RECEIVED FROM KENNEDY/JENKS CONSULTANTS APRIL OF1998. 2.0 GOVERNING CODES THE FOLLOWING CODES SHALL FORM THE BASIS OF THIS DESIGN UNLESS MODIFIED BY THE REQUIREMENTS OF THIS DOCUMENT. • 1997 Uniform Building Code • PCA , "Design of Industrial Floor Slabs on Grade" • ASCE 7-95 "Minimum Design Loads for Buildings and Other Structures" • AISC "Manual of Steel Construction" 9TH Ed. ASD • ACI 318-99, "Building Code Requirements for Structural Concrete". Page 1 SITTS & HILL ENGINEERS, INC. 3.0 REFERENCES: • Soils Report, "Proposed Wash and Maintenance Pad BNSF Puget Sound HUB Center" , Prepared by Zipper Zeman Associates, Inc., June 1999, (See Appendix ) • PCA , "Design of Industrial Floor Slabs on Grade" • MI -JACK, Piggy Packer MJ-9090 4.0 DESIGN LOADS Structure and Foundations were analyzed to sustain all dead loads and all other loads specified below. 4.1 Dead loads (DL): Included the actual dead loads due to the weight of all permanent structural and nonstructural components such as framing, roofing, insulation, and misc. appurtenances. 4.2 Live Toads (LL): The following minimum live loads are the Toads which could be experienced by the structure not including the dead load, wind load, or earthquake load. Slab on Grade Live Load 500 psf or Equipment Wheel Load of 60 Kips 4.3 Wind Toads (WL): Wind Toads were determined in accordance with UBC 1997 assuming the following: Basic Wind Speed 80 mph Exposure C Importance Factor 1.00 4.4 Seismic loads (E): Zone 3, I = 1.0, Soils = D, Ca =0.36, Cv = 0.54 4.5 Snow loads (SL►: 25 PSF Page 2 SITTS & HILL ENGINEERS, INC. 5.0 ASSUMPTIONS: For purposes of DESIGN the following assumptions were made based on the information: provided to us. Budding is assumed to be designed and constructed as shown on the drawings Allowable soil pressure of 1500 psf used. **** END OF SECTION'"**" Page 3 SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40th. Street, Tacoma, WA 98409-5697 Telephone: (253) 474-9449 Fax #: (253) 474-0153 1.0 BASIS OF DESIGN GENERAL ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S. RANDALL C. HAYDON, P.L.S. THIS DESIGN CRITERIA COVERS THE REQUIREMENTS RELATIVE TO THE LAYOUT AND STRUCTURAL DESIGN FOR THE NEW METAL BUILDING LOCATED AT THE BNSF PUGET SOUND HUB CENTER AT 12400 51ST PLACE SOUTH IN TUKWILA, WASHINGTON. AUTHORIZATION TO PROCEED WITH THE PROJECT WAS RECEIVED FROM KENNEDY/JENKS CONSULTANTS APRIL OF1998. 2.0 GOVERNING CODES THE FOLLOWING CODES SHALL FORM THE BASIS OF THIS DESIGN UNLESS MODIFIED BY THE REQUIREMENTS OF THIS DOCUMENT. • 1997 Uniform Building Code • PCA , "Design of Industrial Floor Slabs on Grade" • ASCE 7-95 "Minimum Design Loads for Buildings and Other Structures" • AISC "Manual of Steel Construction" 9TH Ed. ASD • ACI 318-99, "Building Code Requirements for Structural Concrete". Page 1 SITTS & HILL ENGINEERS, INC. 3.0 REFERENCES: • Soils Report, "Proposed Wash and Maintenance Pad BNSF Puget Sound HUB Center" , Prepared by Zipper Zeman Associates, Inc., June 1999, (See Appendix ) • PCA , "Design of Industrial Floor Slabs on Grade" • MI -JACK, Piggy Packer MJ-9090 4.0 DESIGN LOADS Structure and Foundations were analyzed to sustain all dead Toads and all other Toads specified below. 4.1 Dead Toads (DU: Included the actual dead Toads due to the weight of all permanent structural and nonstructural components such as framing, roofing, insulation, and misc. appurtenances. 4.2 Live loads (LL): The following minimum live Toads are the Toads which could be experienced by the structure not including the dead Toad, wind Toad, or earthquake load. Slab on Grade Live Load 500 psf or Equipment Wheel Load of 60 Kips 4.3 Wind Toads (WL): Wind Toads were determined in accordance with UBC 1997 assuming the following: Basic Wind Speed 80 mph Exposure C Importance Factor 1.00 4.4 Seismic loads (E): Zone 3, I = 1.0, Soils = D, Ca =0.36, Cv = 0.54 4.5 Snow Toads ISL): 25 PSF Page 2 SITTS & HILL ENGINEERS, INC.. 5.0 ASSUMPTIONS: For purposes of DESIGN the following assumptions were made based on the information provided to us: Building is assumed to be designed and constructed as shown on the drawings Allowable soil pressure of 1500 psf used. ""** END OF SECTION "**" Page 3 DESIGNED DATE_///K JOB CHECKED DATE SHEET / OF SITTS & (HILL ENGINEERS , INC. *TACOMA, WASHINGTON (253) 474-9449 PROJECT tim2:OuRo&/ 110 )(6)(`) (;. 3_.. PG.7 Company : Sitts and Hill Engineers Designer : EAB Job Number : 9255 Footing F1 November 15, 1999 Checked By: Di 7 ft Geometry and Materials W r <1 Z c*1 Length :7 ft Width :7 ft Thickness :24 in Height :33 in Loads eX :0 in eZ :0 in pX :18 in pZ :18 in Allowable Soil Bearing :1500 psf Concrete Weight :150 pcf Concrete fc :4000 ksi Steel fy :60 ksi Minimum Steel :.0018 Rebar CL :3.5 in DL LL P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf) 100 13.1 k+P +Vx +Vz kri+Mx r1+Mz +Over A D D C B A A D Service Combination Results Description Load Sets Allowable (psf) Max Bearing (psf) OTMSF X-X OTMSF Z-Z DL+LL DL+LL 1500 681.696 (A) NA ! NA DL+LL+WL DL+LL+WL 1999.5 ! 681.696 (A) NA NA 1 DL+LL+WL DL+LL-WL I 1999.5 I 681.696 (A) NA NA DL+LL+EL DL+LL+EL 1999.5 1 681.696 (A) NA ! NA DL+LL+EL DL+LL-EL ) 1999.5 681.696 (A) NA NA A B A B A B A B A DL+LL DL+LL+WL DL+LL-WL DL+LL+EL DL+LL-EL QA: 681.696 psf QA: 681.696 psf QA: 681.696 psf QA: 681.696 psf QA: 681.696 psf QB: 681.696 psf QB: 681.696 psf QB: 681.696 psf QB: 681.696 psf QB: 681.696 psf QC: 681.696 psf QC: 681.696 psf QC: 681.696 psf QC: 681.696 psf QC: 681.696 psf QD: 681.696 psf QD: 681.696 psf QD: 681.696 psf QD: 681.696 psf QD: 681.696 psf RISAFoot Version 1.03 [Untitled.rft Page 1 Company : Sitts and Hill Engineers Designer : EAB Job Number : 9255 Footing F1 3 November 15, 1999 Checked By: Flexure Design Results Description Load Sets and Factors Mu-XX (k-ft) Z Dir As (in2) Mu-ZZ (k-ft) X Dir As (in2 ACI 9.1 1.4DL+1.7LL 27.384 3.629 27.384 3.629 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 20.538 3.629 20.538 3.629 ACI 9.2(W) 1.05DL+1.275LL-1.275WL 20.538 3.629 20.538 3.629 ACI 9.2(E) 1.05DL+1.275LL+1.4EL 20.538 3.629 20.538 3.629 ACI 9.2(E) 1.05DL+1.275LL-1.4EL 20.538 3.629 20.538 3.629 ACI 9.3(W) .9DL+1.3WL 9.871 3.629 9.871 3.629 ACI 9.3(W) .9DL-1.3WL 9.871 3.629 9.871 3.629 ACI9.3(E) .9DL+1.43EL 9.871 3.629 9.871 3.629 ACI 9.3(E) .9DL-1.43EL 9.871 3.629 9.871 3.629 Note: Overburden and footing self weight are included in the DL load case. A ■■■■■■.. ■■■■■■■. ■■■■■■■■ MMMMMM X Dir. Steel: 3.629 in2 (min) Z Dir. Steel: 3.629 in2 (min) Shear Check Results Two Way (Punching) Vc: 1262.8 k One Way (X Dir. Cut) Vc 344.4 k One Way (Z Dir. Cut) Vc: 344.4 k Punching X Dir. Cut Z Dir. Cut Description Load Sets and Factors Vu(k) Vu/ z Vc Vu(k) Vu/Vc Vu(k) Vu/oVc ACI 9.1 1.4DL+1.7LL 40.045 ( .037 7.544 I .026 7.544 .026 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 30.034 .028 5.658 .019 5.658 .019 ACI 9.2(W) 1.05DL+1.275LL-1.275WL 30.034 .028 5.658 .019 5.658 .019 ACI9.2(E) 1.05DL+1.275LL+1.4EL 30.034 .028 5.658 .019 5.658 I .019 ACI9.2(E) 1.05DL+1.275LL-1.4EL 30.034 .028 5.658 .019 5.658 I .019 ACI9.3(W) .9DL+1.3WL 14.434 .013 2.719 .009 2.719 .009 AC19.3(W) .9DL-1.3WL 14.434 .013 2.719 .009 2.719 .009 ACI 9.3(E) .9DL+1.43EL 14.434 .013 2.719 .009 2.719 .009 ACI 9.3(E) .9DL-1.43EL 14.434 .013 2.719 .009 2.719 .009 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check Results (Only Vertical Loads Considered!) Bearing Bc : 2.2032e+6 k Description Load Sets and Factors Bearing Bu (k) Bearino Bu/oBc ACI 9.1 1.4DL+1.7LL 50.694 j 0 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 38.021 1 0 ACI 9.2(W) 1.05DL+1.275LL-1.275WL 38.021 0 ACI 9.2(E) 1.05DL+1.275LL+1.4EL 38.021 0 ACI 9.2(El 1.05DL+1.275LL-1.4EL 38.021 0 ACI 9.3(W) .9DL+1.3WL 18.273 0 ACI 9.3(W) .9DL-1.3WL 18.273 0 ACI9.3(E) .9DL+1.43EL 18.273 0 ACI9.3(E) .9DL-1.43EL 18.273 ( 0 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 1.03 [Untitled.rft] Page 2 SITTS & HILL ENGINEERS , INC. 'TACOMA, WASHINGTON (253) 474-9449 PROJECT DESIGNED 4-41DATE 0 5. !-;" JOB CHECKED DATE SHEET �OF • SITTS .& HILL ENGINEERS , INC. DESIGNED LA DATE ���i•� �9� Joe 925 TACOMA, WASHINGTON (253) 474.9449 CHECKED DATE SHEET PROJECT OF COMBINED SHEAR AND TENSION FOR ANCHOR BOLTS PER 1997 UBC SECTION 1923 (UPDATED 7/20/99) SEC. 1923.2 STRENGTH DESIGN ADDITIONAL FACTOR APPLIED TO LOAD COMBINATIONS (1909.2) : ANCHORS OUTSIDE TENSION ZONE WITH SPECIAL INSPECTION 1.3 TRY (4) 3/4" DIAMETER ANCHOR BOLTS d b :=.75 ANCHOR DIAMETER in A b 4254(40.4 Ab = 1.767 AREA OF ANCHOR BOLTSin2 A P := 324 ASSUMED CONCRETE FAILURE SURFACE in2 f c :=4000 SPECIFIED CONCRETE STRENGTH psi f ut := 58000 TENSILE STRENGTH OF ANCHOR psi Pc DESIGN TENSILE STRENGTH Ib.s P u REQUIRED TENSILE STRENGTH Ib.s V DESIGN SHEAR STRENGTH Ib.s V u REQUIRED SHEAR STRENGTH a, := 1.0 1.0 NORMAL WT. CONC. (.75 LT. WT. CONC.) :=.65 STRENGTH REDUCTION FACTOR d e :=6 EDGE DISTANCE FROM ANCHOR AXIS TO FREE EDGE in. 1923.3.2 DESIGN STRENGTH IN TENSION - MINIMUM OIP ss OR OP c P ss :=0.9•Ab.f ut P ss = 92245.014 +Pa:_0•X•4•Ap• f o +Pe = 53278.054 controls P P := ° P c = 81966.237 1923.3.3 DESIGN STRENGTH IN SHEAR - MINIMUM OF s :=0.75•AOut V us = 76870.845 NEAR LOADED EDGE GREATER THAN 10 DIAMETERS :4800•Ab•.• P c +Vc = 58117.341 controls V c = 89411.294 1923.3.4 COMBINED TENSION AND SHEAR REQUIRED TENSILE STRENGTH (P u) P := 15800 (PER LOAD COMB. 1909.2) REQUIRED SHEAR STRENGTH (V u) (PER LOAD COMB. 1909.2) +P0:=+•X•4•Ap' Pc :=4).800•Ab4f—u = 0.386 +Pc < 1.0 V :=12700 V u:=V•1.3 V = 16510 = 53278.054 = 58117.341 Vu - 0 284 < 1.0 +V c s s ) P 3 IV ‘3 u u = 0.245 < 1.0 Pc +Vc 5 iP u \3 t + P ss, 5 3 = 0,244 < 1.0 SITTS . & HILL ENGINEERS , INC. 'TACOMA, WASHINGTON (253) 474-9449 CHECKED DESIGNED C'4-f7 DATE fit' �� JOB 22 -� DATE SHEET OF PROJECT • ;moo �i�c/ri Fz e�•12 Ib • htc.).21.Z. ...... :2 t_, P L t 1= r v?.... c1,LGS 1; 8-. 4,7 • % ..... 7 (3 R,#, c..f •• •t zE- -rT r <, L?�, :TT. ........... . . 3 = 47. 1:1 6 747/ 9, s s SITTS & HILL ENGINEERS , INC. DESIGNED Lam'✓ DATE ��� ^ JOB "2' •TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECT OF f?C%1.o Z; si- / 3 c, 37 .5� t2 �= 4020 / n t.. 9).(0 ), 002 � )!i2) 1'2.1 ooz 6 c:)6z7) Ga :014— Foe,n- fs'C, . C 4- .. �r� G (AT 5. •24/ Nr- .. z/ j. 1 G Nt: t,/ 5&-4,C For2- c.>Pc=. r4. tz) it) V s�C�OD Company : Sitts and Hill Engineers Designer : EAB Job Number : 9255 Footing F2 is November 15, 1999 Checked By: D 8 ft Geometry and Materials B Length :8 ft eX :0 in Width :8 ft eZ :0 in Thickness :24 in pX :18 in Height :36 in pZ :18 in Loads Allowable Soil Bearing :1500 psf Concrete Weight :150 pcf Concrete fc :4 ksi Steel fy :60 ksi Minimum Steel :.0018 Rebar CL :3.5 in P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf) DL 100 LL 45.7 +P +Vx 1 A D Service Combination Results +Mxz ® B A A D +Over Description Load Sets Allowable (psf) Max Bearing_(psf) OTMSF X-X OTMSF Z-Z DL+LL DL+LL 1500 i 1126.37 (A) I NA NA DL+LL+WL DL+LL+WL 1999.5 1126.37 (A) NA NA DL+LL+WL DL+LL-WL 1999.5 I 1126.37 (A) NA NA DL+LL+EL DL+LL+EL 1999.5 I 1126.37 (A) NA NA DL+LL+EL DL+LL-EL 1999.5 1126.37 (A) NA NA A B A B A B A B A DL+LL DL+LL+WL DL+LL-WL DL+LL+EL DL+LL-EL QA: 1126.37 psf QA: 1126.37 psf QA: 1126.37 psf QA: 1126.37 psf QA: 1126.37 psf QB: 1126.37 psf QB: 1126.37 psf QB: 1126.37 psf QB: 1126.37 psf QB: 1126.37 psf QC: 1126.37 psf QC: 1126.37 psf QC: 1126.37 psf QC: 1126.37 psf QC: 1126.37 psf QD: 1126.37 psf QD: 1126.37 psf QD: 1126.37 psf QD: 1126.37 psf QD: 1126.37 psf RISAFoot Version 1.03 [Untitled.rft Page 1 Company : Sifts and Hill Engineers Designer : EAB Job Number : 9255 Footing F2 November 15, 1999 Checked By: Flexure Design Results Description Load Sets and Factors Mu-XX (k-ft) Z Dir As (in2) Mu-ZZ (k-ft) X Dir As (in2 ACI 9.1 1.4DL+1.7LL 75.675 4.147 75.675 4.147 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 56.757 4.147 56.757 4.147 ACI 9.2(W) 1.05DL+1.275LL-1.275WL 56.757 4.147 56.757 4.147 ACI 9.2(E) 1.050L+1.275LL+1.4EL 56.757 4.147 56.757 4.147 ACI 9.2(E) 1.05DL+1.275LL-1.4EL 56.757 4.147 56.757 4.147 ACI 9.3(W) .9DL+1.3WL 15.678 4.147 15.678 4.147 ACI 9.3(W) .9DL-1.3WL 15.678 4.147 15.678 4.147 ACI 9.3(E) .9DL+1.43EL 15.678 4.147 15.678 4.147 ACI 9.3(E) .9DL-1.43EL 15.678 4.147 15.678 4.147 Note: Overburden and footing self weight are included in the DL load case. A ■......■ B ■■..■.■■ ■.■■■.■■ X Dir. Steel: 4.147 in2 (min) Z Dir. Steel: 4.147 in2 (min) Shear Check Results Two Way (Punching) Vc: 798.665 k One Way (X Dir. Cut) Vc 248.934 k One Way (Z Dir. Cut) Vc: 248.934 k Punching X Dir. Cut Z Dir. Cut Description Load Sets and Factors Vu(k) Vu/RsVc Vu(k) Vu/seVc Vu(k) Vu/RsVc ACI 9.1 1.4DL+1.7LL 96.196 .142 22.091 .104 I 22.091 I .104 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 72.147 .106 16.568 .078 16.568 I .078 ACI 9.2(W) 1.05DL+1.275LL-1.275WL 72.147 .106 16.568 .078 16.568 .078 ACI 9.2(E) 1.05DL+1.275LL+1.4EL 72.147 .106 16.568 .078 16.568 I .078 ACI 9.2(E) 1.05DL+1.275LL-1.4EL 72.147 .106 16.568 .078 16.568 .078 ACI9.3(W) .9DL+1.3WL 19.929 .029 1 4.577 .022 4.577 .022 ACI 9.3(W) .9DL-1.3WL 19.929 .029 4.577 .022 4.577 I .022 ACI9.3(E) .9DL+1.43EL 19.929 .029 4.577 .022 4.577 .022 ACI 9.3(E) .9DL-1.43EL 19.929 .029 4.577 .022 4.577 .022 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check Results (Only Vertical Loads Considered!) Bearing Bc : 2203.2 k Description Load Sets and Factors Bearing Bu (k) BearinBu/Bc I ACI 9.1 1.4DL+1.7LL 114.632 .074 ACI 9.2(W) 1.05DL+1.275LL+1.275WL 85.974 .056 ACI 9.2(W) 1.05DL+1.275LL-1.275WL 85.974 .056 ACI 9.2(E) 1.050L+1.275LL+1.4EL 85.974 .056 ACI 9.2(E) 1.05DL+1.275LL-1.4EL 85.974 .056 ACI 9.3(W) .9DL+1.3WL 23.749 .015 ACI 9.3(W) .9DL-1.3WL 23.749 .015 ACI9.3(E) .9DL+1.43EL 23.749 .015 ACI 9.3(E) .9DL-1.43EL 23.749 .015 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 1.03 [Untitled.rft] Page 2 SITTS & HILL ENGINEERS , INC. DESIGNED G % DATE /f/',-/9 JOB Z ) 1 TACOMA, WASHINGTON (253) 474.9449 PROJECT CHECKED DATE SHEET �� OF SITTS & HILL ENGINEERS , INC. DESIGNED 1nP1 L DATE TACOMA, WASHINGTON (253) 474-9449 CHECKED PROJECT WAS1 4-livi or F fc4Lfl1 DATE JOB725'S SHEET �OF ©F gu(ue� SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT DESIGNED CHECKED DATE' JOB DATE SHEET OF APPENDIX A.3 — PORTLAND CEMENT ASSOC., WIRE REINFORCEMENT INSTITUTE, AND CORPS OF ENGINEERS CHARTS 161 • 140 50 45 40 35 30 5 20 15 10 1 ����kill wnea, �ciM d4 0 �ni 1 Atleil � 1. 1111111ilit I a411\c\iii>:40,,,,tc,t II ovppi���wro,� MI riliOng . lially _ _ ropPri4111 Figure A.9 Reduction factor used with PCA charts when designing fordual•wheel fonds. 0.90 0.85 0.80 USe O 0.75 w 4.1 0.70 pia 0.65 0.60 0.55 0.50 SITTS & HILL ENGINEERS , INC. DESIGNED EA DATE TACOMA, WASHINGTON (253) 474.9449 CHECKED DATE PROJECT 30 00 c,i- L.34 re < ?Ac,..'G� JOB cm2 SHEET OF SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT dl�-�=tiTaZ 5 ?� �:�•� DESIGNED L�/ DATE 3170//i JOB27' CHECKED DATE SHEET Z OF. 1 Itretr41 thtl 44111415 Oeti SOedlllNII6p • The Mel below 9lve speeil down slaps manufactured bi lists the dimensional sizes 0 Atso included in She dart am spadlics. recommended euanlllles anchor bolt intorinitIon. Comtrecla3upplled bolls must be sized according at installation. Tank Capacity Ohiesslua Gal. Dia. length leas • Getrara, Notes• Anchor pad sizes listed below F intonation aboul fold guide. Highland recent efds Highland Talk. The than oaigrled by a licensed proiessionel mg tanks la reltxence, to strap material Suppianengl hold down restraints to be used snd tads should be sized =oading ancfloi specifications. Standvd, S*ly, to this chart for proper tit Nylon told dowel sups art avitl*ble Tank. Please contact any plan! information.• Hotd flown Strap Anchor Boll OaxAlied Iira Caseadee SW 0uanilly W x T Spacing DIa. are only intended u a Specii►icalions Writ 1'N•down systems be Ialowing engineer. • such as grade -level • to lank installation • Dcadmen and PEWMow Irorn Highland S7 location for more Os Mist P11 shown are recommended for the tanks: Si Single -wall S2 0cubte-wall sled (Type I) ST Double -wall meet/thermoplastic woo *woe rev IV stookahons on noraae>M a 1*mi-w ngoo''1rink Anchor Ped TP't ii n without with 17 Width Length Cover Cover Mysat face (lbs.) Rammined WI. (Ibs.) 241 XM 37 37' 4'0' 2 2' a 1/4' 2'0' 3/4' 2.000 2.500 1,650 2.070 57 5'2' 60' TO' 0'8' P9' 0'6' • 0'6•' • 0.6' 5'0' 2 2' x I/4' 2'6' 3/4' 500 4'0' 51' 2 3' x 1/4' 2'9' 3/4' 4,585 3,995 60' 80' 1'0' 1,00 40' ' 0T 2 3' x 1/4' S'4' 3/4' 8,336 7,266 6'0" 121' 1'2' 076' 5'4' _ 6'0' 2 3' x 1/4' 3'0' 3/4' 8,336 7.106 TI" 80" 1'5' 0'9' 1.1110 MN 5'4' 9'0' 2 3' x 1/4' 4'6' 3/4' 12,504 10,894 TI' 110' 1'9' 0'8' 2.010 5'4' 121' 2 3' x 1/4' 6'0' 3/4' 16,672 14,682 T4' 141T 1'10' 0'9' 2,100 5'4' 5'0' 2 3' x 1/4' T6' 3/4' 20.840 18,465 7'4' IT0' 1'10' 17 US 51' IT 2 . 3' x 1/4' 9'0' 3/1' 25,006 22,253 �' T4' 200' 111' I'D' 4,1 S4' 4'0' 2 3' x 1/4' 12'0' 3/4' 33,344 29,829 T4' 26'7 1'11' 1'0' 4,K0 60' ' 9'O' 2 3' x 3/8' 9'6' 1' 33.344 • 28,614 80' 211Y 27' 1'3 4,D 8'0' 01' 2 3' x 3/8' 5'3' 1' 33,344 29,144 10'0' 121' 2'11' 2'0' 5.000 6'0' 2J'10' 2 3' 43/8' 11'11' t' 41.680 36.14S 8'O' 25'17 2'3' 1'3' 5.001 VW 3'4' 2 3' x 3/8' 6'8' 1' 41,680 3-085 10'0' 15'4' 3'0' 2'0_ ISO 60' e815' 2 3' x 3/8' 14'4' 1' 50,016 43296 80' 30'8' 2'3' 1'3' 1,001 87 6'0' 3 3' x 3/8' 9'0' 1' 50,016 41,421 10'O' 18'0- 1 ` 2'1' 1.010 8'0' .14' 3 3' x 3/4' 77 1. 66.688 59.703 100' 23'4' 31' 2'2' LIMO 10'0' )4'0' 2 4' 1t 1/2' TO' 1.1/4• 66.688 59,973 12'0' 16'0' 3'11' 2'11' 10.E 8'0' 11' 4 3' x3/8' 6'B' 1' 83,360 74.965 101' 28'6' 3'3' 2'3' • 10.000 10'0' 77 2 4' x 1/2' 81' 1-1/4' 83,360 75,525 12'0' 190' 47 3'1' 12,11111 87 '0' 4 3' x 3/8' 8'0' 1' 100.032 96,207 100' 34'0' 3'4' 2'3' 12,/00 100' 15' 3 4' x 1/2' 6'10' 1-1/4' 100.032 90,972 120' 226' 41' 3'2' 8'0' 10'0' 10'0' 106' 101' 106' 120' 12'0' ,aeAvpod star EON some t • A sirplrr a IY.SI 2 • Mr raminser a ,it .1 • Mr W is aab e • Gnu h,rya'IirP a f - /he riM*ess MMMr f- n►iYroiros facts v's -Al sops se Wild Ind • Af am at.niunstlr im 10-nr.gd+dnabrvje tt • lxt IntoYsl sts9nes1e079y T6' 3 4 4 5 6 8 10 3'x3/8' 4'x1/2' 4' x 1/2' 4' x 1/2' 4'x1/2' 1' x 1/2' 4' x 1/2' 4' x 1I2' 8'0' 8'6' 7'9' 7'9' 7'9' 6'8' 6'8' 1' 1-1/4' 1-1/4' 1-1/4' 1.1/4' 1-1/4' 1-1/4' 1-1/4' 125,040 125,040 166.720 166,720 208,400 250.080 334,885 419,488 iva,bd u s'aids r, c,e.inne Isar "*mw.e, *w lolawrq auovroes •ere suck errsti/sur d. a sm A► i Ink C of 071.33 pamds. h .74� a anion tr 4r..f x ly.21.11tsi. puhawhim today ion awl ARA >yw dtrioa anew a a0poii s pp s,roic lost. w*,•lJ 02 mots der ark bol. 110.1 1 4 111.575 120' 2T6' 119.610 120" 36'0' 150,170 12'6' 337 164.515 12'6' 409' 222.155 12'6' 486' 4'7' 300,890 140' 496' 5'6' 378.423 14'0' 616' 5'7' Able: This rota nanen is 'NON r, a Wra ro MO COWAN if 2SSAT sNn MOO/ tasilr l ns MOW Tint ors no row, to, Me _ el Ills inbmarirl rot ay esn sokon sr cinsnegroon. Ws0erpaald ant lit end sysrrns should is tastnolt I &wag ynmwll maw Ivire milk&soTsod rnrowia mnaimsatm" swat sit tinier ainprwikd is Will only irhold dow naps pad*/ es MOWN rot 3'3' 2'2' 4'3' 3'2' 4'4' 3'3' 3'5' 4'7' 3'5' 3'5' 4'6' 4'7' view w el wflo.r.Alel, m dl.nk,s•..m One Nand Road 99 West Elizabetnlown Road Stoys4own, PA 15563 ManIwim, PA 17545 814-8 S701 717-664. 600 FAX 173-6126 FAX 664.0617 95819th Street 2225 Crteslnut Slreel Wilentiel, NY 12189 Lebanon. PA 17042 518- 2 73.0801 717.664.0602 FAX 273-1365 FAX 664.0631 06/24/99 THU 2700 Patterson Slreel Greensboro. NC 27407 336'218.801 FAX 218.1292 16:24 (TX/RI 354 Root 108 Somersworth, NH 03878 603-692.2012 FAX 692-2014 *wad Tr• - H1-IrLl-Vee NO 602111 0/21/99 ICON 14:56 FAX 208 952 3435 KENNEDY/JEN1tS CONSULTANT 4:ot.BRfNT LESLIE rage 2®002 • Zipper Zeman Associate=, Inc. t7eotaehnkal and Environmental Camellias J-414 June 11 1999 Mr. Michael A. DuCtwrme, P.E. KcnnedyITenks Consultants 530 South 336e Street Federal Way, Washington 98003 Subject: Report Geotcehi ical Engineering Services Proposed Wash and Maintenance Pad BNSP Puget Sound Hub Center Tukwila, Washington Dear Michael; INTRODUCTION This report presents the results of ow geotechnical engineering services for the proposed wash and maintenance pad at the Burlington Northern and Santa Fe Railway Company Puget Sound Hub Center at 12400.51' Place South in Tukwila, Washington. The project site is located northwest of an existing garage (refer to the Site and Exploration Plan, Figure 1). We understand that plans are to construct o 3,000 squakc foot concrete wash and maintenance pad for steam cleaning and washing of equipment. The site is presently asphalt paved and used for parking of trailers and other equipment. PURPOSE AND SCOPE The purpose of our services was to explore the subsurface soil and groundwater conditions at the project site, and to provide geotochnical recommendations for design and construction of the proposed wash and maintenance pad. Our specific scope of services included. 1. Review the geoteclmical information available in our files for the site vicinity. 2. Drill one exploratory boring in the proposed pad area. 3. Complete Iaboratory tests on the soil samples obtained from the boring including moisture content and gradation analysis. 19131 366 Avenue West, Sulu 11201 Lynnwood, Washington 911036 (419) 771 .3304 06/18/99 FRI 14:31 [TX/RX NO 9892] 06/21/99 RON 14:56 FAX 206 952 3435 KENNEDl/JENKS CONSULTANT . BRE14T LESLIE rail. ®003 Kennedy/Jenks Consultants J-414 Federal Way, Washington June 17, 1999 Page 2 4. From the boring information, develop recommendations for bearing capacity, anticipated settlement, resistance to lateral loads, seismic considerations, and provide modulus of vtrticel subgrnde reaction for use in design of the slab. 5. Prepare a written report that presents our conclusions and recommendations along with the supporting field and laboratory data. SURFACE CONDITIONS Thc surface of the site is covered with asphalt concrete. The pavement area where the new wash and maintenance pad is planned is relatively level with a gentle slope down Ito the west. The existing pavement is higher in elevation than the surrounding areas to the east north and west, It appears that this area was filled to match the elevation of the existing garageito the southeast_ The steepest constructed slopes are on the west and north sides and have grades of 2.4:1 (H: V) or less based on the topography depicted on the Site Plan (dated May 19,11999) provided to us by Kennedy/Jenks Consultants. SUBSURFACE CONDITIONS Subsurface soil and groundwater conditions at the project site were explored by drilling one boring at the location shown in Figure 1. Thc boring was drilled on May 24, 1999 to t depth of 34 feet below the existing ground surface. Soils were visually classified in accordancle with the Unified Soil Classification System. The log of the boring is attached as Figure 2. The asphalt was 3 inches thick at the boring location. Fill consisting of brown,dense, damp. sandy gravel was encountered below the asphalt. The sandy gravel is interpreted is base course material placed during construction of the existing pavement area. The bane '(course extended to 1 foot below the existing ground surface at the boring location. Other fill coriaiating of gray -brown, loose to medium dense. moist silty franc sand with minor clay and trace{gravel was encountered below the base coulee. A rock, log, or other debris was encountered at tl depth of 8 feet and caused temporary refusal of the split spoon sampler during testing. The relatively stall size of the sampler prevented retrieval of the obstruction. Fill extended to a depth of roughly 12.5 feet in the boring. Native, green to dark brown, moist to wet, stiff clayey silt with fine sand was encountered below the fill. The clayey silt was approximately two feet thick. Gray, stir& wet to saturated silt with line sand and clay was encountered below the clayey silt The silt layer was slightly mure than 6 feet thick and extended to approximately 21 feet below the surface where a grit/ sand layer was encountered. The gray sand was medium dense, saturated, and was fairly uitliform grained. The sand became dense at about 27 feet below the surface and continued to the bottom of the boring at 34 feet below the ground surface. Moisture content tests were performed on some of the samples, along with a g4dation analysis of the soil sample obtained from a depth of 2.5 to 3 feet. Moisture contents arc depicted in Figure 2, and the gradation curve is presented in Figure 3. Zisat r 7mtn Aagol:Ltep 7a,r_ 19231 364i Ava,ua West, Suits 15201 Lynnwood. Washington 98036 (425) 771 - 3304: 08/18/99 FRI 14; J1 (TX/RX NO 98921 V VI rA.I VV JAV.. A.•:••II /11.► rVV OJr Jy Jil Kennedy/Jenks Consultants Federal Way, Washington 11LOOLU ' JL Lt.) �IVdJ4Lltfl�,ly'?? DP.LA1 LLJLIL • Groundwater was observed at a depth of 16 feet at the time of drilling. anticipated that groundwater levels will fluctuate with seasonal variations in surface drainage, and other factors. CONCLUSIONS AND RECOMMENDATIONS J-414 June 17, 1999 Page 3 j It ehodld be precipitation). The project site is considered to be suitable for construction of the proposed wasb and maintenance pad. No evidence of elope instability was observed on the constructed slopes surrounds ig the site at the time of our site evaluation. We recommend that the new concrete pad have a minimum setback of 10 feet from the edges of the constructed slopes. We understand that the planned finish grade (elevation) of the new pad will be equivalent to the existing grade of the asphalt concrete surface. We recommend that the existing 4apbalt pavement be removed from the new pad area. The limits of existing asphalt to be removed should extend beyond the perimeter of the planned pad area a sufficient distance to a11bw for large construction equipment to maneuver efficiently in the construction area. After removal of the asphalt, the exposed sandy gravel base course and the undirlying silty fine sand fill should be removed down to the planned subgrade elevation. The existing base course material can be stripped and stockpiled for later re -use under the pad. The silty wind fill should be removed from the new pad area. We recommend that once the site is graderito the planned subgrade elevation, the exposed subgrade should be proofroUed with heavy, rubber -tired construction equipment (loaded dump truck or roller compactor). The proofrolling should result in the upper one foot of the pad subgrade attaining a minimum compaction level of 92 percent of the maximum dry density (MDD) as determined by the ASTM D-1S57 test method. Soft loose or otherwise unsuitable areas identified during proofrolling should be repaired as apprt priate. We recommend that the compaction of the subgradc be observed by a representative frQrn our firm to assess the adequacy of aubgrade conditions, and to identify areas needing remedialork. J J We recommend that the new concrete pad be underlain by a rninimtttn of 12 inches of compacted crushed base course. The base course should be placed on the prepared subgrsjde and compacted to a minimum of 95 percent of the MDD per the ASTM D-1557 test Method. Imported base course should conform to Section 9-03.9(3) for base course material as detned in the Washington State Department of Transportation (WSDOT), "1998 Standard Specifications for Road. Bridge, and Municipal Construction". The vertical modulus of subgrade reaction is dependent on the grain sire distribution of' the soil and its' relative density. A coarse grained soil (sand and gravel) will generally have a higher modulus of vertical subgrade reaction than a fine grained soil (silt and clay) provided the soils are at equivalent relative densities. Increasing the relative density of the soil can increase the modulus of vertical subgrado reaction. Provided the subgrade and base course are prepared as recommended, a vertical modulus of subgradc reaction value of 200 poundd per cubjc inch (pci) is recommended for us© in design. i 19231 36+ Avenue West, Suite 8201 Lynnwood, %%Amason 91056 (425) 771 .33041 lJUU4 veils 4 O8/18/99 FRI 14:31 (TX/RY NO 969Y1 06/21/99 MON 14:57 FAT 206 952 3435 KENNEDY/JENKS CONSULTANT ”ftBRENT LESLIE p.ogo oRo05 Kennedy/Jenks Consultants 7-414 Federal Way, Washington June 17,1999 Page 4 as recommended, a vertical modulus of subgrade reaction value of 200 pounds per cubit inch (pci) is recommended for use in design. i i S An allowable bearing capacity of 1500 pounds per square foot (psf) can be used for design, provided that the subgrade and base course section have been prepared as recommended. Total settlement is estimated to be lees than one-half of en inch with an estimated differential settlement of less than ono -quarter inch over a distance of 30 feet, The allowable bearing capacity Can be increased by one-third for non -sustained loads such as seismic loa We m recomend a coefficient of friction of 0.45 for concrete out properly prepared base cot• . This coefficient of friction value is based on a factor of safety of approximately 1.5. 1 Groundwater was encountered at a depth of 16 feet in the boring completed at the t}ite. It is our opinion that Qroundwater will not adversely affect the construction or performance .of the new wash and maintenance pad, i Historic moderate to large earthquakes have occurred in the Puget Sound region. Tie site area is assigned a Zone 3 rating for seismic activity in the 1997 Uniform Building Code (JBC), A Seismic Zone Factor (Z) of 0.30 is applicable based on UBC Table 16-I. Based on the soils observed in thc boring and review of previous geatcchnical reports in the area, we recorflmend that a Soil Profile Type of SD be used for design purposes. , Liquefaction refers to a condition where vibration or shaking of the ground, usuallp from earthquake forces, results in the development of excess pore pressures which May be accompanied by a loss of strength, or liquefaction, in a zone of soil. In general, soils t$at are most susceptible to liquefaction include loose to medium dense, clean to silty sands teat am located below the water table. The medium dense. gray sand observed in the depth interval front roughly 21 to 25 feet below grade is characteristic of a soil with a moderate to high potential for liquefaction during a moderate to large earthquake. In addition, we estimate that seismic iaducod settlement in thc liquefiable soil zone could be on the order of two to three inches during a large earthquake. USE OF THIS REPORT We have prepared this report for use by BNSF, Kennedy/Jenks Consultants, and other members of the project team for design and construction of the proposed wash and maiataance pad. The data and report should be provided to prospective contractors for bidding or estiEnating purposes, but our report, conclusions and interpretations should not bo construed as a warranty of the subsurface condhions. There are possible variations in subsurface conditions across the site and also with time. A contingency for unexpected conditions should be included in the project budget and schedule. Sufficient monitoring, testing and consultation should be provided by ow firm dnritig con- struction to confirm that the conditions encountered are consistent with those indicatedlby the explorations, to provide recommendations for design changes should the conditions revealed Temper Zmap ffo ktef<.InC. 19231 3614 Avenue Watt, suite 13201 Lynnwood, Washington 98036 043) 771 .3304- 08/18/99 FRI 14:31 (TX/RX NO 93021 08/21/99 MON 14:58 FAX 208 952 3435 KENNEUY/JENKS CONSULTANT ft:? RENT LESLIE •g. e)fo06 J-414 June 17. 1999 Page S during the work differ from those anticipated, and to evaluate whether ar not carthwork activities comply with the contract plans and specifications. Kennedy/Jenks Consultants Federal Way. Washington Within the limitations of scope, schedule and budgct, ow services have been eaectIted in accordance with generally accepted practices in this uea at the time the report was prepared. No • warranty or other conditions. express or implied, should be understood. We trust that this report meets your present needs. If you have any questions or if *e can be of further assistance, please call. �ltgs *1312XO 1 Respectfltlly submitted. ZIPPER ZEMAN ASSOCIATES, IN Timothy H. Roberts, P.O. Project Engineer James B. Thompson. P.E. Principal Enclosures: Figure 1, Site sad Exploration Plan Figure 2, Boring Log Figure 3, Gradation Curve 7,pner Oman +rot4i .y_ Ieg 19231361h Menu* W. Suits MMZOl Lynnwood, WAhington 98035 (423) 771. 3304r 06/16/99 FRI 14;31 [WRY NOV9a92] Q6/21/99 MON 14:58 FAX 206 952 3435 ...••••• .. . KENNEDY/JENKS CONSUIAANT -!4tJUIENT LESLIErago ,94107 • 1 • 3-1 • • %.1 1 EXISTING CASAGE Proposed Wash and Maintenance Pad . . . '" ti ..... I ,s .--.. •. .., 1 •'•••11 • . i ....I ....; / e•- -....., , ./,' l.% '... ...... 1 ......, • • .., V ...A. —.. . . " •rt ... /1' &. • " ,:‘ .A: N. . • •`''11 ..i i . • ... .' ..,..:4 /• .....:, •• ! 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Geotechnical and Environmental Consulting SITE AND EXPLORATION PLAN FIGURE 1 06/18/99 FRI 14:31 (TX/RX N09892) 114/ L11 *0 AIVI% l4;;10rLt LU0 tiOA J4J0 • AhrlvCu1/Jt.N11J t..Ufi 4.1141 rtf!I 414 Ifltl:Nil LkSL1E rage 41 6/10 $ PROJECT: 'NSF -Puget Sound Nub Caner JOS NO. J.414 SORWO 11-1 1 PAGE 1 OF 2 Location: aee Figure 1. Sib end 11111i0failOft Pan AlliWoMn sb Ele ellan: 20 Not Sop DeacrfptMn II Penet.etien ResleteMt - EL 0 10 20 30 re so 1' Aat1rR —. ✓•�' — --Ior1Y. damp, Wan. sandy QIt1AVtSL (Clashed _ .�...�._� .... ......... • . .. •: . - ... . ...r LOeae, in r . gray b brown, say fro a.NO rrWt miner ��i• — - ..— -- &4 • • • •} > i tea �.� • •�.��..•�..• :..w ....mean.. •.••�.•.. .. i , •. • _.;.. i.•_• S. K• J • •..L. • • . aaau0don.rmnr.s0• s1o* o..N ws•a111s1 a s W . 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Ina. �ieshchr.tsst IL Emdcworreobt Cansulterne ammoLoa oORING FI s j 06/16/09 FRI 14:31 (TX/MX NO 9892) • 06/21/99 MON 14:59 FAX 206 952 3435 .� I,: V'• d6.M4.11 M left, 11117•, KENNEDY/JENKS CONSULT JBRENT LESLIE age erl0009 P11OJECT: INIF Pup•t Sound Hub Canler JOY NO. J•414 0015N0 5-1 PAGE 2 Of 2 LoeaYon: Sae Pleura 1. Sib One bebtatten Pan Amm Inman Illeoadest 29 feet Sell eas•r1FEen f�enwauon RwMtanC• sterart! Marsh per root 4 Mir o to 20 as 4b oe0 ' r w� rw •.w.w�r 38 ., mg:, �. ..� ...� ��•� .I1 wwr1 wwwwl Durw• y .. i ' •. •w •• •� .... - -- ....: • • • •.• .•• •\• • •..' ••..•. . •tie.,... I • : I - - : : ♦ , •.. . J•. • : �. . • 7..•;•••� • • . • •••.•1 I 1 •. • .. • • . •• 3 • • ...4 ... : i. 11•••. • . • \\.i.L..,... • V •. L••i:. 1•••'i..• - - may ... I •• i { I r. • ..... . • • r is • is : • J•••• 11 . I: .I lye • • • r• .. •- L I • .. • •.• I •...• out b asan.ioa, pm rnsdke3 .14AMD. ' w I...i.... r Baring amrtrhld an NAM at a chew at 34.0 felt Wiwi arwrr4.umfaaa. et I•• .•-r•.rrwr• �.•• r..r"•.w..•_ •r r ...•......rrl Explanation Monitoring WBII Kr/i I2-inch O.D. split spoon sample tit Clean Sand 3-inch 1.0 8hsity tubs sample EN Cu ings 0 10 20 30 1 40 so Moisture Conbrit wr retMrM Mwurr uNui unit ® No Recovery Pa 9entoNt• i NI Groundwater lewd at time of dWiling Grout 't o or date of measurement b Sorw»d Cosine per Zeman AeeoslN.e, Inn:. ClooaahnIsal i tinvIrojMtnrZeI Coneulbets 505IN0 LOG �r — Fll urs 2 ? 00/18/99 FRI 14:31 (TX/RI NO 9892] U0/41/MM IUA 14:0V tAi luo aoL J4J0 ACi tU1/JCAAJ tUAJUL A _1 Ptt.pttCP41 LCJLIt age IuTU U 10 3 1 GRAIN SIZE DISTRIBUTION ASTM au arse yr vreNiNs3IN or r r INC11k5 r 1 U! WC it I U.S. 1 STANDARD SIEVE II Lt SIZE rr r MYDROM!!TER r L�It,. , .. . �. y....�. �� .�� r 1 I ( i � � i l ; I t •� �.•+yJ-F� • . .......r �� J.L . + _ .. .. —�.... I i �. I D f e 1 1000.00 100,00 10.00 1,03 0.10 GRAIN SIZE IN MILLIMETERS 0.01 0.00 . .tIIR$ rtl*w.ES Cam F1M CONM Wallah Fiat SIR CII� GRAVEL SAND FINE GRAINED Exploration Sample Depth (feel) Moisture (%) Final (%) DNlirjEjlon Silty SAND with trial Grovel 5.1 _ 5-1 2.5-3 21 45 • ZIPPER ZEMAN ASSOCIATES. INC GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO, J-414 —.I._ GRADATION CURVES FIGURE 3 J PO f 06/15/99 FRI 14:31 [TX/RY No 9892) 68/21/99 MON 14:55 FAX 208 952 3435 KElyNEDY/JENICS CONSULTANT BRENT LESLIE pea.. 11' purer Zeman Aavoistes. Inc Garaselisival sod EfrsL Coonildog hAi4Ey ILE To: rimAirtrire-1--;ki-44•0*--06e).° From: rh 0•44 P Zipper Zeman Associates, Inc. subject: 3 nb F Pb4leL14 Ce FAX TRANSIarlea Fax: CZ S3) q S 2 - 343S Phone: c2.55' 11/ 4 - S s Fax: (425) 771-3549 Phone: (425) 771-3304 Nub ms of Pages Faxed, inducting cover sheet / 0 (Chael — Uevt -thc v.% a sh sa A. A evk :in 01," ot e e ^4- r•-) 5 F P.1L 14 64. 6 CP Al- ,ti a Ls* •• Ca C 14P la! S ckE ..111•11MIN Seel S _ H:j II CP1_24.01rers 17 4 -/S3 I9231 36"' Avenue W. Suite B201 Lynnwood. %Wawa) 91036 (a25) 771 - p04 06/18/89 FRI 14: 31 (TI/RX NO 9892] rooi • MJ-9090 �.� . PiggyPacker (Trailer and Container Handling - � #� g Lift Truck) IV1IJACH PRODUCT. Specifications ft c Weights and Functions Unit Weight 176,500 Ibs 80,000 kg Drive Axle 120,000 Ibs 56,650 kg Tail Axle 56,000 Ibs 25,454 kg Rated Capacity 90,000 Ibs 40,825 kg Forward tilt 5° Backward tilt 5° Side Shitt 24" 610 mm Dimensions A. Wheelbase 2 '0" B. Height with Cab C. Overall Length D. Ground Clearance E. Min. Carriage Height i170" Max. Carriage Height 39'0" F. Min. Ground to Top of Container 7'8" Max, Ground to Top of Container 29'2" G. Turning Radius Tail Swing 32'11" Extension 12" 305 mm Minimum Arm Spacing 16'4" .... 4,998 mm Maximum Arm Spacing 36'4" 1 074 mm Lift Shoe Size for bottom pick 6" x 30" . 152 x 645 mm Max. Height from ground to Lift Shoes 16'8" .... 5,080 mm 7620 mm H. Width outside Drive Tires 15'4" 4,674 mm 5,334 mm J. Inside Turning Radius 6'11" 2,130 mm 13970 mm K. Lift Shoe to bottom " 762 mm of Spreader 13'0" 3,962 mm 5,182 mm L. Tail Overhang 13'0" 3,962 mm 11,887 mm M. Axle Centerline to Load Center: Boom Up 9'0" 2,743 mm 2,337 mm Boom Level 12'10" 3,912 mm Boom Down 10'10" 3,302 mm 8,990 mm N. Minimum Opening • Top 9'7" 2,921 mm 10,050 mm O. Minimum Opening - Bottom 7' 10" 2,388 mm 3111 W. 167th Street Hazel Crest, IL 60429 (312) 596.5200 Telex: 27-0177 FAX: 596-7461 Specifications subject to change without notice .J1 • 11/R7 mg; mi-SACK • MJ-9090 33 PiggyPacker railer and Container Handlin Lift Truck) (TgPRODUCTS Specifications Engine Make & Model Cummins LT10-C250 Max. Horsepower 250 @ 2100 RPM Max. Torque 750 ft./Ibs. @ 1300 RPM Bore & Stroke .. 4.92 x 5.35 125 mm x 136 mm No. of Cylinders 6 Displacement 611 cu./in..... 10014 cc Air Cleaner - Donaldson Two Stage Dry Type Electrical System Type 12 Volt Run Neg Ground Alternator 105 AMP Circuit Breakers (lights) 30 AMP Circuit Breakers (access) 20 AMP Batteries (2) .. 12 Volt-8D @ 205 AMP Hr. each Torque Converter Twin Disc Single Stage 3 Elements Transmission Twin Disc Power Shift, Spur Gear: 4 speeds forward and reverse. Range Ratio Speed Forward 1 4.68:1 3.5 mph ... 5.6 km/h 2 2.59:1 6.3 mph ... 10.1 km/h 3 1.19:1 13.8 mph ... 22.2 km/h 4 0.66:1 14.0 mph ... 22.4 km/h Axles Make Clark Model FD-85;000 Type Planetary Carrier Ratio 5 125:1 Brakes Air over Hydraulic Disc Brake -Size .. 1" x 32" - ia.... 25 mm x 812 mm— Tires Size (Driver) 33.5 x 33-44PR Size (Tail) 23.5 x 25-24PR Hydraulic System Power beyond type giving total capacity of all pumps in the system for multiple use simultaneously. Function controls are by effortless air over hydraulic: Steering Cyl. (2) 4" x 20" Hoist Cyl. (2) 10" x 1231/4" Tilt Cyl. (2) 10" x 8" Side Shift 5" x 24" Extension (2) 4" x 12" Pile Slope 5" x 71/8" Spreader Extension (2) 31/2" x 621/4" Clamp Front (2) 31/2" x 4" Clamp Rear (2) 31/2" x 51/8" Shoe Lift Rear (2) 31/2" x 681/2 Arm Rotate 4" x 15" Arm Rotate 4" x 14'/2" Spreader Extention 4" x 124" Capacities Fuel Tank 450 Gals Hydraulic Oil 250 Gals Crankcase w/Filter . 11 Gals Cooling System ... 18 Gals 101 mm x 508 mm 254 mm x 3124 mm 254" x 876 mm 127mmx609mm 101 mm x 304 mm 127 mm x 609 mm 88 mm x 1581 mm 88 mm x 101 mm 88 mm x 127 mm 88 mm x 1739 mm 101 mm x 381 mm 101 x 368 mm 101 mm x 3149 mm 1703 Liters 946 Liters 41 Liters 68 Liters 3111 W. 167th Street Hazel Crest, IL 60429 (312) 596.5200 Telex: 27-0177 FAX: 596-7461 MI MI -JACK ■/Mb MINIM M.AIM ilftNMAI■ Big Red TEC-950L Taylor Industrial Truck Standard Specifications Capacity 75,000 lbs. 102.75-inch Center Of Load 225-inch Wheelbases O TAYLOR TEC-950L 24-D. Mast Optional 324t. 5-In. Mast j 3-high slacking capacity at 102.75 in. Toad center (center of load to center of axle) 75,000 lbs. 75,000 lbs. Optional 4-high stacking capacity at 102.75 in. load denter (center of load to center of axle) 67,200 lbs. Load moment with attachment 7,706,250 in.-lbs. Tractive effort at stall 42,000 lbs. Vehicle weight - empty Drive axle 98,100 Ibs. 103,000 lbs. Steer axle 49,000 lbs. 49,000 lbs. Vehicle weight - loaded Drive axle 207,550 lbs. 212,250 lbs. Steer axle 14,750 Ibs. 14,750 lbs. Gradeability Empty 26.5% Loaded 16.7% Grade clearance Center of truck 46% Rear overhang 70% Tires 18.00 x 25 - 32 PR Machine Dimensions 1 - Width across counterweight 120 in. 2 - Tread width, drive axle 148.5 in. 3 - Width over tires 192 in. 4 - Outside turn radius (tail swing) 295 in. 5 - Inside turn radius 0 in. 4htto-top""of-cat, 162 in. 7 - Height to top of counterweight 81 in. 8 - Steer axle CL to rear of counterweight 43 in. 9 - Wheelbase 225 in. 10 - Underclearance 15 in. 11 - Drive axle CL to carriage face 35.75 in. 12 Overall length JJU375 in. Attachment Dimensions 20-1t. Container 404t. Container 13 - Length of attachment (nominal) Expanded 480 in. Retracted 240 in. 14 - Width of attachment 96 in. 15 - Carriage face to side of container Minimum 19 in. Maximum with reach 25.5 in. 16 - Turn radius to far corner (retracted) 263 in. 368 in. 17 - Turn radius to near corner (retracted) 153 in. 206 in. 18 - Sideshift 24 in. (12 in. each direction) 19 - Slewing (5°) 25 in. 50 in. 20 - Pile slope, 3° end to end (non powered) 12.5 in. 25 in. 20A- Optional 3° hydraulic pile slope feature 12.5 in. 25 in. 21 - Length of ISO Iwistlock below attachment (nominal) 4 in. 24•It. Mast Upright Dimensions Minimum Maximum A • Height to top of mast Fully lowered 321 in. 2 : G1 1 r Fully raised 517 in. 4 3 / / r 444:- B • Height to top of carriage 178 in. / 466 in. - q, ., C - Height to tip of Iwistlock 82.5 in. 370.5 in. Optional 32-II. 6-in. Mast Upright Dimensions Minimum Maximum A • Height to top of mast Fully lowered 372 in. 3/ =0 4 Fully raised •568 in. I_/ 7 q r' B • Height to top of carriage 178 in. 568 in. — _ C • Height to tip of Iwistlock 82.5 in. 472.5 in. Travel and Lilt Speeds Empty Maximum Loaded Maximum Travel speed: forward and reverse 13,9 mph 12.0 mph Litt speed - 41 fpm 39 fpm TAYLOR TEC-950L 8 C 1 i1198 14-+t- • 12- K _ - j,- - - - 20 G 18 j+19 r' - 1 7 •+19 13 J TWISTLOCK DETAIL TAYLOR TEC-950L Engine Cummins LT-10-C250. 250 gross horsepower at 2100 rpm. 750 ft. lbs. peak torque at 1300 rpm (SAE J1349). 4.92-irfch bore x 5.35-inch stroke, 4-cycle turbo- charged; standard with fuel filter/water separator. Air Cleaner Donaldson 2-stage, heavy-duty, dry, air cleaner. Easily serviced. Cooling System Deaeration tank, with sight gauge for checking coolant level, provides optimum engine cooling. Electrical, Instrumentation and Accessories The one-piece instrument panel, prewired to accommodate heavy-duty accessories, flips down for easy servicing. All wiring is color coded. The unit has a 12-volt electrical system, key -type ignition system, two 220 amp -hour batteries, 90 amp alternator, main battery disconnect switch, mechanical pressure gauges, elec- trical temperature gauges. thermal reset circuit breakers, and lighted instruments. Eight worklights (four front, two rear, two on the attachment), rotating beacon, reverse warning horn, rear-view mirror, and air horn are standard. 6auyea p►uvifNU are fuet tevel, trounneter, air pressure, engine oil pressure, engine coolant temperature, transmission oil pres- sure, transmission oil temperature, seat belt light, low air light, and parking brake. Transmission Three -speed, full reversing powershift with Soft Shift feature. Integrally -built torque converter with constant -mesh gear sets which are actuated by hydraulic clutch packs. Separate air -to -oil co er. inching— peal disengages transmission and applies brakes. Drive Axle High -stability, wide -stance planetary axle housing Is bolted to the frame. Steer Axle Single -cylinder design. Tapered wheel and kingpin bearings. Fully sealed; never needs adjusting. Brake System Force -cooled, wet disc, air -actuated service brakes. Wheel brakes are supplemented by a drive line brake which is spring applied for parking. Power Steering Hydrostatic steering system with excellent response at all engine speeds. Chassis All -welded frame has integral, sloped, counterweight and tube - type, pinned A -frame. Hinged doors provide easy access to service points. Cab tilts forward to aid in engine removal. Hydraulic System • Wire -mesh strainers and return -line filters with replaceable elements located in the tank. • Transmission -driven, gear -type pumps. • Tilt lock valve prevents mast drift and reduces torsional stress. • Dual lift cylinders. • Cylinders with chrome -plated rods and self-adjusting packing. • Conveniently located control levers. Mast, Carriage and Rollers The ULTRA-VU mast provides the operator with maximum visi- bility; this telescopic, nested -channel mast has two multiple -leaf lift chains and is constructed of high -strength steel for minimal weight. Two lift eyes and bolt -on caps permit safe, easy removal. The carriage and attachment are constructed of high -strength steel and designed for high visibility. Features 24-inch side shift` 5° slew, and 6.5-inch reach. Carriage side rollers are adjustable to compensate for wear. All rollers can be lubricated. Service Capacities Cooling system 20 gallons Fuel tank 125 gallons Engine lubrication 36 quarts Transmission 60 quarts Drive axle: Differential 112 quarts Wheel end (each) 15 quarts Steer axle 2 quarts Hydraulic tank 130 gallons This vehicle is certified to meet the applicable design and performance criteria required for Powered Industrial Trucks in OSHA Safety and Health Standards, Title 29 CFR. Part 1910.176, and the applicable design and performance requirements in ANSI 856.1 that were in ellect al the time of manufacture. These standards also apply to the user and should be adhered to while operating this vehicle. All specifications are subject to change without notice. Some operating data may be affected by the condition of the vehicle, how it is operated, and the nature and condition of the operating area. 11 these specifications are critical, contact the Iaclory. ta I Oki r WASHINGTON LIFTRUCK, INC. 700 SOUTH CHICAGO SEATTLE, WASHINGTON 98108-4394 PHONE 1-800-468-3013 (206) 762-2040 FAX (206) 767-6280 K1 t492) Printed in U.S.A. Taylor Machine Works, Inc. Louisville, Mississippi 39339 VP Buildings (Project Name: =551 BURLINGTON NORTHERNI {Vp Quote No.: CA99028625-002/ (VP Order No.: CA9927577-03) DATE: 10/31/99 TIME: 20:48 PAGE: 01 ofj7.- 50 1 Wash & Maintenance Buildin Version 3.6 VP BUILDINGS STRUCTURAL DESIGN DATA Project Name: Building Name: Customer Name: Project Location: Builder Ref No.: Builder Name: Builder Location: 4551 BURLINGTON NORTHERN. Wash & Maintenance Building Burlington Northern Santa Fe SEA T TL E , WA 3 identical buildings :_G Building Systems, Inc. Seactle,WA TABLE OF CONTENTS Letter.of Certificat_:__ 3.1-3•Z Loading Information at6 Building 9 Covering Design 17 Reactions Roof and Wall Brac_:c #u Roof and Wall Secondary Structural Design 27 25 :esign Primary Structural Design 36 ,sa-67 cHAA)4ES iexoiRzs 12•23. of 1 VP Buildings LETTER OF CERTIFICATION iPmject Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) DATE: 10/31/99 TIME: 20:47 PAGE: 02 of 57 tvr umcr i.u.: L.-ty . I. hI i. I [50,11 (wash & Maintenance Building) L:E'ri'ER:©FCER'I'IFICii<TWlY. "... - ... .. :.:,: :: .: Contact: Tim Caywood """ PROJECT REFERENCE ""'" (50,1] Name: CHG Building Systems, Inc. Address: P.O. Box 78448 Project Name : 4551 BURLINGTON NORTHERN City/State: Seattle , MA VP Job No.: CA9927527 Customer Name: Burlington Northern Santa Fe Street: 44 S. Hanford St. Job Disposition : Submit Dwgs L Calcs For Appl (F) City/State: /, WA 98134 MBMA End Use Code: 4 - Manufring. Production ( County : King ) This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Width: 60/0/0 Overall Length: 50/0/0 Eave Heicnt: 50/8/0 Roof Pitch: 0.500/ 12 Roof Live Load = 20.00 PSF Building Code/Year = 97UBC Distance to Coast = N/A Reduced Live Load (Bldg)= Yes (1997 Uniform Building Code ] Bldg Enclosure Category = Part. Enclosed Ground Snow Load = 35.71 PSF Seismic Zone = 3 Bldg Base Elevation = 0/0/0 Roof Snow Load (flat) = 25.00 PSF Building Use Category = 4 Snow Exposure Category = 3 Roof Snow Load (sloped) = 25.00 PSF Rf Sht+Scndry Dead Lc = 2.52 PSF Thermal Category = 1 Wind Load Speed = 80.00 MPH Add'l Gravity Collateral = 0.00 PSF Snow Load : for Seismic = 0.0 Wind Load Pressure = 22.59 PSF Add'L Uplift Collateral = 0.00 PSF Built-up Section Spec. = 1989 AISC Wind Exposure Category = C (User Imposed Loacs) Cold -Form Spec. = 1989 AIS1 Rainfall Intensity = 4.0 Inches per Hour Allow Overstress Ratio = 1.030 The steel design is in accordance established based upon pertinent American American American American Metal Buildings AISC Category This certification DOES NOT not supplied by VP BUILDINGS, provided by VP BUILDINGS. Furthermore, it is understood VP BUILDINGS will be erected INGS. :n::r::° , with VP BUILDINGS standard resign practices, which have been procedures and recommendations of the following organizations Institute of Steel Construction (AISC), 9th Edition Iron and Steel Institute (AISI), 1986 Edition w/ 1989 Addendum Welding Society (AWS) (D1.1] Society for Testing and Materials (ASTM) Manufacturers Association (MBNA) MB Manufacturer Certification. apply to the design of the founcaticn or other on -site structures or components nor does it apply to unauthorized modifications to framing systems that n..1 • is based upon the premise that all components furnished by or c• III with pertinent documents furnished � 1 . �1 Prepared by: e 1 A✓ P.E. Reviewed by: Z..i VP BUILDINGS h, • _• ..,� f-�cP ' F'- :2-23- of v.p'VP Buildings E: CERZ1F1C.1 LETTER OF CERTIFICATION (Pmject Name: .1551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625.002) (VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 03 of S7 150.11 (Wash do Maimei*nce Building) The Structural Design and/or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainesville, AL Pine Bluff, AR Turlock, CA St. Joseph, MO Kernersville, NC - VanWert, ON Evansville, WI - VP Alabama Plant - VP Arkansas Service Center - VP California Service Center - VP Missouri Service Center VP North Carolina Service Center VP Ohio Service Center - VP Wisconsin Service Center Additional' Structural Material may be fabricated and provides for by one of the following fabricators: BAR JOISTS- SNi, Inc. Vulcraft ISP Hope, AR Grapeland, TX Norfolk, NE Florence,SC Brigham City, UT (Manufacture Only] (Design and Manufacture) (Design and Manufacture) (Design and Manufacture) (Design and Manufacture] (Design and Manufacture] (Design and Manufacture) +ancock • 'Salem, VA :anam El Paso, TX Socar Washington, MO Florence, SC (This information is presented in compliance with VP Building's AISC Certification responsibilities.) JOB# CA9927527-01 Page 3.1 SPECIAL NOTES *To be added to drawings. COLLATERAL LOADS: The new VP Building has NOT been designed for any collateral loading. PLYWOOD LINER: The new VP Building is designed to withstand lateral forces from the plywood liner attached to the inside of the VP rrts. The plywood thickness cannot exceed 5/3". The plywood liner must be considered as a wall panel. Wall panels and their connections must have the strength and stiffness to resist all code prescribed environmental loads. Wall panels are also required to transmit their own weight to the ground. DEFLECTION: The deflection of the new VP building due to a 10 year wind is 7.9 inches. The maximum inelastic response displacement, Am, due to full seismic loading is 3.15 inches. It is the responsibility of the Engineer of Record to determine if said deflections are acceptable. DETAILER NOTES: I) Include "Open : to remain open" note shown on pg. 3.2. 2) . Include location of plywood shown on pg. 3.2. 3) Interior columns at FL3 have been tapered. See pg. 50 for details. WAL L tia rE 6 sHola) fJorE.s Alo AP PRO PRSATE DRUGS. \ \ , \, \ : '1 \ O 0 a E 0 In 0 0 0 a C z cc e 3 W 1- 0 z 0 z z F 0 z H a 1403 41-1 Z� I—Ln C.3cc W O a 9 i9 O I0 T 0 H a U H VARCO-PRUDEN ?.Z Buildings LOADING REPORT (Project Name: 455! BURLLNGTON NORTHERN) (VP Quote No.: CA99028625-0O2) 1VP Onler No.: CA9927527-00) BUILDING LOADING . '' • ' ' ,••• ''' • • *.,'"'*?:;":""i','.:*;"-'.;" DATE: 10/31/99 TIME: 20:47 PAGE: 04 of S7 150.11 (Viuh & Maintenance Building) Building: Wash & Maintenance Building [VP Order No. CA9927527 (50,1) BIJILDINGCODE 97UBC - 1997 Uniform Building Code - Bldg. Use Category: 4 (MBMA Enduse= Manufring. Production [41 DFA:110::it cotti Roof Covering Wt.: 1.130 PSF Liner Sheet Wt. : 0.000 PSF Sec. Structl Wt. : 1.385 PSF Primary Frame Wt.: (Varies by Frame) **** Collateral Loading **** To be used A/Gravity Loads: 0.000 PSF To be used w/Uplift Loads : 0.000 PSF Total Dead + Collateral(Gravity): 2.515 DSF + Frame Dead Load Total Dead + Collateral(Uolift) : 2.515 PSF . Frame Dead Load LIVE LOADS '•••••• ::::::: : Input Live Load: 20.000 PSF Live Load Used: 20.300 PSF (reducible) i'NOWIZA ..• • . • Input Roof Snow Load : 25.00 PSF Estimated Ground Snow Load: 35.71 PSF Importance Factor : 1.00 Thermal Factor 1.00 Exposure Factor : 0.70 Slope Reduct'n Factor: 1.00 Ground/Roof Conver'n Factor: 1.000 Slope Used : 2.386 deg. Design Snow Load Used : 25.00 PSF WIND LOA DS.:. " '''.3•"•-•• • • " " ' • ' Building Enclosure Type to be Used: Partially Enclosed Gust Factor: 1.212 Input Wind Speed : 80.0 MPH Importance Factor: 1.000 , Height Used : 51/3/8 Slcoe.Used : 2.386 degrees PRIMARIES, PARTS AND PORTIONS: Primary Zone Strip Width= Not Applicable Parts and Portions Zone Strip Width= 5/0/0 (Least Horizontal Dimension= 50/0/0 ) Velocity Pressure (Ca(c) : 16.38 PSF = 0.00256 * ( 1.00 * 80.00)2 * 1.000 Comb Height/Exposure/Gust Coef: 1.38 Basic Wind Pressure : 22.59 PSF Exposure Category : C 7- -1VP Buildings LOADING REPORT (Project Name: 15 19URLINGTON NOR71.1ERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA9927527.00) DATE: 10/31/99 TIME: 20:47 PAGE: 05 of 57 150.11 (Wash & Maintenance Building) ----=__> EXTERNAL WINO COEFFICIENTS - MAIN FRAMING and BRACING <__==_ Comp Wind Load -- Windward--- --- reward--- Min Max Min Max Type Zone Case Column Rafter Rafter Column Slope Slope H/W H/W Frames All Zones Wind 1 0.80 0.70 0.70 0.50 0.00 9.5 0.0 9999.0 Frames All Zones Wind 2 -0.70 0.70 0.70 0.70 0.00 90.0 0.0 9999.0 Bracing All Zones Wind 1 0.80 0.00 O.Co 0.50 0.00 9999.0 0.0 9999.0 _-------> INTERNAL WIND PRESSURE COEFFIC:ENTS - MAIN FRAMING <=- ==== Porosity Load -- Windward--- --- reward--- Min Max Cond Case Column Rafter Rafter Column Slope Slope Partially Enclosed Wind 1 0.00 -0.50 -0.5u 0.00 0.00 90.00 Partially Enclosed Wind 2 0.00 0.00 ft- -- 0.00 0.00 90.00 Partially Enclosed Wind 3 0.00 -0.50 3.00 0.00 90.00 ===> EXTERNAL WIND COEFFICIENTS - PARTS 444E :CRTIONS <------ Cp = C ' tog(A) { Bldg Wind Load :sq.ft.) Min Max Max Typical Example Portion Zone Case K C ''r Max Slope Slope Ht. A Cp Roofs All Zones Wind 1 -1.300 0.000 J 10 0.0 9.5 Roofs All Zones Wind 1 -1.500 0.300 '0 100 0.0 9.5 Roofs All Zones Wind 1 -1.000 0.000 'CO 1000 0.0 9.5 Roofs All Zones Wind 1 -0.700 0.000 'CCO - - - 0.0 9.5 Roofs Corner Wind 2 -2.300 0.000 3 10 0.0 9.5 Roofs Corner Wind 2 -3.100 0.800 '0 100 0.0 9.5 Roofs Corner Wind 2 -1.500 0.000 'CO 1000 0.0 9.5 Roofs Corner Wind 2 -0.700 0.000 '000 - - - 0.0 9.5 Roofs Edge Strip Wind 2 -2.300 0.000 3 10 0.0 9.5 Roofs Edge Strip Wind 2 -3.100 0.800 10 100 0.0 9.5 Roofs Edge Strip Wind 2 -1.500 0.000 'CO 1000 0.0 9.5 Roofs Edge Strip Wind 2 -0.700 0.000 'C00 - - - 0.0 9.5 Roofs Interior Wind 2 0.000 0.000 3 - - - 0.0 9.5 Overhangs All Zones Wind 1 -2.800 0.000 'J 10 0.0 9.5 Overhangs All Zones Wind 1 -3.600 0.800 '0 100 0.0 9.5 Overhangs All Zones Wind 1 -2.000 0.000 1C0 1000 0.0 9.5 Overhangs All Zones Wind 1 -1.200 0.000 'CCO - - - 0.0 9.5 Walls All Zones Wind 1 -1.200 0.000 0 10 0.0 90.0 Wails All Zones Wind 1 -1.500 0.300 10 100 0.0 90.0 Walls All Zones Wind 1 -0.900 0.000 100 1000 0.0 90.0 Walls All Zones Wind 1 -0.800 0.000 1000 - - - 0.0 90.0 Walls All Zones Wind 2 1.200 0.000 0 10 0.0 90.0 Walls All Zones Wind 2 1.500 -0.300 10 100 0.0 90.0 Walls Alt Zones Wind 2 0.900 0.000 100 1000 0.0 90.0 Walls All Zones Wind 2 0.800 0.000 1000 - - - 0.0 90.0 Walls Exterior Wind 3 -1.500 0.000 0 10 0.0 90.0 Walls Exterior Wind 3 -1.800 0.300 10 100 0.0 90.0 Walls Exterior Wind 3 -1.200 0.000 100 1000 0.0 90.0 10 -1.30 100 -1.00 600 -1.00 600 -0.70 10 -2.30 100 -1.50 600 -1.50 600 -0.70 10 -2.30 100 -1.50 600 -1.50 600 -0.70 600 0.00 10 -2.80 100 -2.00 600 -2.00 600 -1.20 10 -1.20 100 -0.90 600 -0.90 600 -0.80 10 1.20 100 0.90 600 0.90 600 0.80 10 -1.50 100 -1.20 600 -1.20 VP Buildings LOADING REPORT (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA99275274101 DATE: 10/31/99 TIME: 20:47 PAGE: 06 of 57 i Wash & Maintrnance WIND LOADS Walls Exterior Wind 3 -0.800 0.000 1000 - - - 0.0 90.0 -- -- 600 -0.80 Walls Interior Wind 3 0.000 0.000 0 - - - 0.0 90.0 -- -- 600 0.00 Walls Exterior Wind 4 1.200 0.000 0 10 0.0 90.0 -- -- 10 1.20 Walls Exterior Wind 4 1.500 -0.300 10 100 0.0 90.0 -- -- 100 0.90 Walls Exterior Wind 4 0.900 0.000 100 1000 0.0 90.0 -- -- 600 0.90 Walls Exterior Wind 4 0.800 0.000 1000 - - - 0.0 90.0 -- -- 600 0.80 Walls Interior Wind 4 0.000 0.000 0 - - - 0.0 90.0 -- -- 600 0.00 sISMIc:roAns Zone 3 Soil Profile SD (Source Type NA, Distance VA) 3X:ti 5'1EA.? - Importance Factor 1.00, Snow Load 0.00 PSF ( 0.0%), Ca = 0.3600, Cv = 0.5400 .::-- G1.1 A 74'O.'Q ' t. Frames: R = 4.50, Period 0.6708, R / R = 1.27, Gravity Ratio = 0.17889 i.v G ✓:3 E -vAi Bracing: R = 5.60, Period 0.3833, R / R = 1.27, Gravity Ratio = 0.18000 , 'Z `4/ - 7 Plane Total Wt. Seismic Load ^ `;;M,-_� : Y _ =�7. Ai Nape Used Frame 3racing ` • --Li W8 1.873 PSF 0.335 PSF 0.337 PSF Ei r'G .v r : / = 2. 5 4 = WR 1.885 PSF 0.337 PSF 0.339 PSF N WF 1.873 PSF 0.335 PSF 0.337 PSF ,` z 2 o - 5� 't R00F1 5.015 PSF 0.897 PSF 0.903 PSF ROOF2 5.015 PSF 0.897 PSF 0.903 PSF LOAD COMBINATIONS (AlIoir:.Sekess>tncrishown hi O1 ":. ..::.. .. .:.: .....: •: ....:: ,:;-•.: >:., : • FRAMES: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Al: Spn Live-R 3 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Al: Spn Live-L 4 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 5 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Unoal 5now1-R !I 6 (1.000) • 1.00 Dead Weight + 1.00 Collat Gray + 1.00 Ural Snowl-L 7 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right • j 8 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Left t 9 (1.333) 1.00 Dead Weight + 1.00 Wind ll Ridge 1 10 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 0.71 Seismic Right 11 (1.333) 1.00 Dead Weight + 1.00 Collat Gray + 0.71 Seismic Left 12 (1.333) 1.00 Dead Weight + 0.50 Snow + 1.00 Wind 1 Rignt i 13 (1.333) 1.00 Dead Weight + 0.50 Snow + 1.00 Wind 1 Left 14 (1.333) 1.00 Dead Weight + 0.50 Snow + 1.00 Wind II Ridge 15 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + 0.50 Wind 1 Right 16 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + 0.50 Wind 1 Left 17 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + 0.50 Wind II Ridge i I f MVP Buildings LOADING REPORT (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) DATE: 10/31/99 TIME: 20:47 PAGE: 07 of 57 "` """' ""^ `-. '.''',"" 150.11 (Wash & Maintenance Building) Lana:covtauvAtroAcas.»saeiiu0>:bln>;.; .; .•:. •; :. POSTS: 18 (1.333) 1.00 Wind 1 Right 19 (1.333) 1.00 Wind 1 Left PURLINS: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.000) 1.00 Dead Weight + 1.00 Collat Gray + 1.00 Snow 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Right 4 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right + 1.30 W React 1 Left 5 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Right 6 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 7 (1.700) 1.20 Dead Weight + 1.20 Collat Grav + 0.50 Live + 1.00 E React Right 8 (1.700) 1.20 Dead Weight + 1.20 Collat Gray + 0.50 Live + 1.00 E React Left GIRTS: 1 (1.333) 1.00 Wind 1 Right + 1.00 W React 1 Right 2 (1.333) 1.00 Wind 1 Right + 1.00 W React 1 Left 3 (1.333) 1.00 Wind 2 Left + 1.00 W React 1 Right 4 (1.333) 1.00 Wind 2 Left + 1.00 W React 1 Left 5 (1.333) 1.00 Wind 3 Right + 1.00 W React 1 Right 6 (1.333) 1.00 Wind 3 Right + 1.00 W React 1 Left 7 (1.333) 1.00 Wind 4 Left + 1.00 W Reac: 1 Right 8 (1.333) 1.00 Wind 4 Left + 1.00 W React 1 Left 9 (1.333) 1.00 E React Rignt 10 (1.333) 1.00 E React Left BRACING: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left 3 (1.333) 0.71 Seismic Right 4 (1.333) 0.71 Seismic Left USER- PPL.IEDSPEC1AI: LOADS. �.> < .:: ... :: . ..:.. . .. ....... ... PLN PLN PLN LOAD LOAD START/END X-COORD Y-COORD Z-COORD ID TYPE NAME TYPE CASE LD MAGNITUDE LOCN LOCN LOCN -LOAD APPLICATION- SPT LOAD LOAD Frm Brc Grt Prl Pnl CODE DIR LOCO 5 WALL WF Line Ld Seismic 10.00 plf 1/0/0 0/0/0 0/1/0 10.00 plf 1/0/0 0/0/0 16/0/0 5 WALL WF Line Ld Seismic 10.00 plf 49/0/0 0/0/0 0/1/0 10.00 pif 49/0/0 0/0/0 16/0/0 5 WALL WF Line Ld Seismic 20.00 plf 25/0/0 0/0/0 0/1/0 20.00 plf 25/0/0 0/0/0 16/0/0 3 WALL WB Line Ld Seismic 10.00 plf 1/0/0 60/0/0 0/1/0 10.00 plf 1/0/0 60/0/0 16/0/0 3 WALL WB Line Ld Seismic 10.00 plf 49/0/0 60/0/0 0/1/0 10.00 pif 49/0/0 60/0/0 16/0/0 3 WALL WB Line Ld Seismic 20.00 plf 25/0/0 60/0/0 0/1/0 20.00 plf 25/0/0 60/0/0 16/0/0 4 WALL WR Line Ld Seismic 16.00 plf 49/0/0 20/0/0 0/1/0 16.00 plf 49/0/0 20/0/0 16/0/0 4 WALL WR Line Ld Seismic 16.00 plf 49/0/0 40/0/0 0/1/0 16.00 plf 49/0/0 40/0/0 16/0/0 4 WALL WR Line Ld Wind II Ridge 238.00 pif 49/0/0 40/0/0 0/1/0 238.00 plf 49/0/0 40/0/0 51/6/0 4 WALL WR Line Ld Wind ll Ridge 238.00 pif 49/0/0 20/0/0 0/1/0 Y N N N N No -Y FI Y N N N N No -Y FI YNNNN No -Y FI YNNIIN No -Y FI YNNNN No -Y FI i YNIINN No -Y FI YIANNN No -X FI YNNNN No -X FI YNNNN No +X F0 YNNNN No +X F0 VP Buildings %PP[IELISPECIAL LOADING REPORT DATE: 10/31/99 (Project Name: 4551 BURLINGTON NORTHERN) TIME: 20:47 (VP Quote No.: CA99028625.0021 PAGE• 08 of 57 (VP Order No.: CA9927527-001 150.11 (Wash & Maintenance Building) }.y n;•i PLN PLN PLN LOAD LOAD START/END X-COORD Y-CODID Z-COORD -LOAD APPLICATION- SPT LOAD LOAD! ID TYPE NAME TYPE CASE LD MAGNITUDE LOCN LOCI LOCN Fro Bre Grt Prl Pnl CODE DIR LOCNI 238.00 plf 49/0/0 20/0/0 51/6/0 �. :'}:^:: •:i `!Si.;,;: •.;i:.. :.i '<: Ji i:[iv'titt�: `}i:<': '::.: i'•:+): ... }. n,+: .. ,.. .. ................ ......... .... .. .. ,. t. .... nor.. v .:.`:+n:,?}:•}'i?}:+::}:}}:+.:)}iiiii: r}::: i::v}:bi: ii: ii:ii 1;-0' 0 .16 24'-0" 24'-0' 1:-0' o to 50'-0' VP Buildings REACTIONS REPORT (Project Name: 4551 BURLLNGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 09 of 57 B>EJiLD CODE .:.•..: 4 . .. ...;...... 97U8C - 1997 Uniform Building Code - Bldg. Use Category: 4 (MNIA Erduse= Manufring. Production (4l BUI DIN.GZLOADIN G: JMMARY ..N., .. .. : - ..... .... Roof Live Load = 20.00 PSF Building Code/Year = 97U8C Distance to Coast = N/A Reduced Live Load (Bldg): Yes (1997 Uniform Building Code l Bldg Enclosure Category = Part. Enclosed Ground Snow Load = 35.71 PSF Seismic Zone = 3 Bldg Base Elevation = 0/0/0 Roof Snow Load (flat) = 25.00 PSF Building Use Category = 4 Snow Exposure Category = 3 Roof Snow Load (sloped) = 25.00 PSF Rf Sht+Scndry Dead LC = 2.52 PSF Thermal Category = 1 Wind Load Speed = 80.00 MPH Add'l Gravity Collateral = 0.00 PSF Snow Load X for Seismic = 0.0 Wind Load Pressure = 22.59 PSF Add't Uplift Collateral = 0.00 PSF Built-up Section Spec. = 1989 AISC Wind Exposure Category = C (User Imposed Loads) Cold -Form Spec. = 1989 AISI Rainfall Intensity = 4.0 Inches per Hour Allow Overstress Ratio = 1.030 GOAD COMBINATIOA(S (Aibw 6sea sEawn imr)). FRAMES: 1 (1.000) 1.00 Dead Weignt + 1.00 Collat Grav • 1.23 _ive 2 (1.000) 1.00 Dead Weight + 1.00 Collat Grav - '.23 Alt Spn Live-R 3 (1.000) 1.00 Dead Weignt + 1.00 Collat Grav - 1.20 Sit Spn Live-L 4 (1.000) 1.00 Dead Weight + 1.00 Collar Grav - 1.20 Snow 5 (1.000) 1.00 Dead Weight + 1.00 Collat Grav - 1.20 Jnoal Snowl-R 6 (1.000) 1.00 Dead Weignt + 1.00 Collat Grav • 1.20 .;noal Snowl-L 7 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 8 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Left 9 (1.333) 1.00 Dead Weight + 1.00 Wind II Ridge 10 (1.333) 1.00 Dead Weight + 1.00 Collat Grav • 0. " Seismic Right 11 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 3.7' Seismic Left 12 (1.333) 1.00 Dead Weight + 0.50 Snow + 1.00 Wiro ' Right 13 (1.333) 1.00 Dead Weight + 0.50 Snow • 1.00 Wind ' :eft 14 (1.333) 1.00 Dead Weight + 0.50 Snow + 1.00 Wind ;A Ridge 15 (1.333) 1.00 Dead Weight + 1.00 Collat Grav • 1.00 Snow + 0.50 Wind 1 Right 16 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + 0.50 Wind 1 Left 17 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.20 Snow + 0.50 Wind II Ridge ENDPOSTS: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left BRACING: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left 3 (1.333) 0.71 Seismic Right 4 (1.333) 0.71 Seismic Left VP Buildings REACTIONS REPORT (Project Name: 4351 BURLINGTON NORTHERN) (VP Qum No.: CA99028625472) (VP Order No.: CA99275274)01 DATE: TIME: PAGE: 150.11 (Wash & 10/31/99 20:47 10of57 Maintenance Building) USER=iIPPLIEU SPECIAL: PLN PLN PLN LOAD ID TYPE NAME TYPE 5 WALL WF Line Ld Sei 5 WALL WF Line Ld Seismic 5 WALL WF Line Ld Seismic 3 WALL WB Line Ld Seismic LOAD START/END X-COORD CASE LMAGNITUDE LOCH saictj" 3 WALL W8 Line Ld Seismic 3 WA1L WB Line Ld Seismic 4 WALL WR Line Ld Seismic 4 WALL WR Line Ld Seismic 4 WALL WR Line Ld Wind II 4 WALL WR Line Ld Wind 11 10.00 plf 10.00 plf 10.00 plf 10.00 plf 20.00 plf 20.00 plf 10.00 pif 10.00 plf 10.00 Of 10.00 plf 20.00 plf 20.00 plf 16.00 plf 16.00 plf 16.00 plf _, _16.00 plf Ridgel 238.00 plf B 238.00 plf Ridge ( 238.00 plf 238.00 plf A Y-COOtRt Z-COORD -LOAD APPLICATION- SPT LOAD LOAD' LOCH LOCH Frm arc Grt Prl Pm( CODE DIR LOON 1/0/0 0/0/0 0/1/0 YNNNN No -Y FI 1/0/0 0/0/0 16/0/0 49/0/0 0/0/0 0/1/0 YNNNN No -Y FI 49/0/0 0/0/0 16/0/0 25/0/0 0/0/0 0/1/0 Y N N N N No -Y FI 25/0/0 0/0/0 16/0/0 1/0/0 60/0/0 0/1/0 YNNNN No 1/0/0 60/0/0 16/0/0 49/0/0 60/0/0 0/1/0 Y N N N N No 49/0/0 60/0/0 16/0/0 25/0/0 60/0/0 0/1/0 Y N N N' N No 25/0/0 60/0/0 16/0/0 49/0/0 20/0/0 0/1/0 Y N N N N No 49/0/0 20/0/0 16/0/0 49/0/0 40/0/0 0/1/0 Y N V N N 49/0/0 40/0/0 16/0/0 49/0/0 40/0/0 0/1/0 Y NNNN 49/0/0 40/0/0 51/6/0 49/0/0 20/0/0 0/1/0 Y N N N N No 49/0/0 20/0/0 51/6/0 A = SG1361/4 LDAD rizotit PLYWOOD DN 21f44.k SIDE f- rJ 112T3 .S = ADITSUsr Are417 re lthil/D DJt! END WALL /NTEi210GdL' S. -Y FI -Y FI -Y FI -X FI -X FI. No +X FO +X F0! VP Buildings REACTIONS REPORT (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) • DATE: 10/31/99 TIME: 20:47 PAGE: 11 of 57 ' " '.."`..•„.. ,o.,77-•4-•''^" 13u.11 mWaah & Maintenance Building) PRAME:PI;ANE.::r:.. ... .;....::.:2 ;" .:..,;.>::. ..... .... : Vie???•!;«. Frm Pln= - - ;4.10 -- (values shown are F i : : :. / i resisting forces (ln-81 CF _ne Foundationi Note: Reactions shown as '3' are due to bracing anC are NOT included in Frame • -,-,yv __ Reactions by Load Comoinat:dr H,`/ .kIDS Combine ter Code. as needed. -_� M..ln-klOS 1-:z: Vzz R)i;ACTiONS BY`'I:6�tD•TYPE=•PER:lgltAil�:PGAI�iE tB= Bnease,;E= Eadpeas} ..:;,,., :: :.:t:::.i::::;.:::: t : :: .:..:::....:..:.::::. .:;::,. •.. ..: ..: .. :: Frame ID / Seg. No.--> S1 / 2005 S1 / 2004 Column Type > Ext.Colm Ext.Colm • Grid 1 / Grid 2 > D/ 1 A/ 1 Base Plate (W x L) --> 8.0 x 13.0 8.0 x 13.0 A. Bolt City./ Diam.--> ( 4)- 0.750 ( 4)- 0.750 Colm Base Elevation--> 100/0/0 100/0/0 Load Type Description H-yy V-zz H-vv !V-zz Dead Weight Framing 0.4 3.3 -0.4 3.3 Live Framing 1.0 4.7 -1.0 4.7 Alt Spn Live-R Framing - - - - - - - - Alt Spn Live-L Framing - - - - - - - - Snow Framing 2.1 9.8 -2.1 9.8 Unbal Snow1-R Framing 1.6 8.6 -1.6 6.1 Unbal Snow1-L Framing 1.6 6.1 -1.6 8.6 Wind 1 Right Framing 6.3 -2.1 13.1 -19.1 Wind 1 Left Framing 13.1 -19.1 -6.3 -2.1 Wind II Ridge Framing 3.6 -6.2 -3.6 -6.2 Seismic Right Framing 0.9 1.0 0.9 -1.1 Seismic Left Framing -0.9 -1.0 -0.9 1.1 W React 1 RightBracing - - - - - - - - W React 1 Left Bracing - - - - - - - - E React Right Bracing - - - - - - - - E'React Left Bracing - - - - - - - - I REACTIONS EY LOAD cOMBINa17oNPER FRAA E PLA ;<(B=• Bracing; EE= Eodpeats }. > . ;.::. .4 _;.:..: .. : ..:..: ; .. ; ; . Grid 1/ Grid 2 > D/ 1 A/ 1 i Ldg Comb (Strs Incrs) H-yy V-zz H-w V-zz Frmg Cmb No. 1 (1.00) 1.5 8.0 -1.5 8.0 Frmg Cmb No. 2 (1.00) 0.4 3.3 -0.4 3.3 Frmg Cmb No. 3 (1.00) 0.4 3.3 -0.4 3.3 Frmg Cmb No. 4 (1.00) 2.6 13.1 -2.6 13.1 Frmg Cmb No. 5 (1.00) 2.0 11.9 -2.0 9.4 Frmg Cmb No. 6 (1.00) 2.0 9.4 -2.0 11.9 Frmg Cmb No. 7 (1.33) 6.7 1.3 12.7 -15.8 Frmg Cmb No. 8 (1.33) -12.7 -15.8 -6.7 1.3 Frmg Cmb No. 9 (1.33) 4.0 -2.8 -4.0 -2.8 Frmg Cmb No. 10 (1.33) 1.1 4.1 0.2 2.6. v71 VP Buildings Grid 1 / Grid 2 Ldg Comb (Strs !nets) Frmg Cmb Frmg Cmb Frmg Cmb Frmg Cmb Frmg Cmb 'Frmg Cmb Frmg Cmb Post Cmb Post Cmb No. 11 (1.33) No. 12 (1.33) No. 13 (1.33) No. 14 (1.33) No. 15 (1.33) No. 16 (1.33) No. 17 (1.33) No. 1 (1.33) No. 2 (1.33) DATE: ' 10/31/99 TIME:. 20:47 PAGE: 12 of 57 j50. t (Was&_& Maugegance Building) 0/ 1 -0.2 7.8 -11.6 5.1 5.7 -4.0 4.4 V- zz 2.6 6.2 -10.9 2.0. 12.1 3.6 10.0 REACTIONS REPORT (Project Name: 1551 BUIRLING'TON NORTHERN) (VP Quote No.: CA99023625-002) (VP Older No.: CA9927527-00) A/ 1 N-yy IV-zz -1.1 4.1 11.6 -10.9 -7.8 6.2 -5.1 2.0 4.0 3.6 -5.7 12.1 -4.4 10.0 VP Buildings REACTIONS REPORT (Project Name: . 51 BL'RLINGTON NORTHERN) (VP Quote No.: CA99028625.002) (VP Order No.: CA9927527.00) DATE: 10/31/99 TIME: 20:47 PAGE: 13 of 57 150,11 (Wash & Maintenance Buildin 'FRAME PLANE: " " _... Frr oln- -- 3RI0 [Values shown are L2 -/- 4/2 resisting forces (a!n=gi OF the Foundation) Note: Reactions snown as '3' are due to bracing and are NOT included In Frame ..HvV -_ -074 Reactions by Load Combinatlor Combine per Code. as needed. -- -rlxx - t `_ H•'/ =k::5 M=In-k:25 --`a VZZ REACi'lONSIEY:LOAD:;IYPFi»•PSR'3R/1BIEPC.LNE`(B= Braciiii; E= Entipeati ,.••. . `;`":` :' Frame ID / Seg. No.--> S2 / 2001 S2 / 2000 Column Type > Ext.Colm Ext.Colm , Grid 1 / Grid 2 > 0/ 2 A/ 2 Base Plate (W x L) --> 10.0 x 13.0 10.0 x 13.0 A. Bolt Qty./ Diam.--> ( 4)- 1.250 ( 4)- 1.250 Color Base Elevation--> 100/0/0 100/0/0 Load Type Description H-xx H-yy V-zz H-xx •H-vv v-:: Dead Weight Framing 0.0 0.7 5.7 0.0 : -0.7 ..- Live Framing 0.0 1.7 8.6 0.0 i-1.7 3.: Alt Spn Live-R Framing - - - - - - - - - • Alt Spn Live-L Framing - - - - - - • • •- • - - Snow Framing 0.0 4.5 22.5 0.0 (-4.5 22.5 Unbal Snow1-R Framing 0.0 3.4 19.8 0.0 1-3.4 .13.9 1 Unbal Snow1-L Framing 0.0 3.4 13.9 0.0 ;-3.4 19.3 Wind 1 Right Framing 0.0 12.0 -3.8 0.0 123.7 -35.2 Wind 1 Left Framing 0.0 -23.7 -35.2 0.0 -12.0 -3.3 Wind 11 Ridge Framing 0.0 6.6 -11.4 0.0 -6.6 -11.- Seismic Right Framing 0.0 1.6 1.9 0.0 1.7 -2.: Seismic Left Framing 0.0 -1.6 -1.9 0.0 -1.7 2.: W React 1 RightBracing 22.68 0.08 47.138 22.58 0.08-4•:.13 W React 1 Left Bracing 0.08 0.08 47.9E 0.08 0.08 ' 4:.d: E React Right Bracing -1.58 0.08 -3.18 -1.58 0.08 '-3.13 E React Left Bracing 0.08 0.0B 3.1B 0.08 0.08 , 3.'3 REACTIONS BY LOAD COMBINATION- PER FRAME PLANE (B= E_: F]`siipesls.}, >.: '.......... .... ... . , ,,.::.: ,:.: Grid 1 / Grid 2 > D/ 2 A/ 2 Ldg Comb (Strs Incrs) H-xx H-yy V-zz H-xx H-yy V-:: Frmg Cmb No. 1 (1.00) 0.0 2.5 14.4 C. 0 0 0 0 0 CO 0 0 0 0 0 0 0 0 0 0 0 0 0 -2.5 1 1=.: Frmg Cmb No. 2 (1.00) 0.0 0.7 5.7 -0.7 I 5.7 Frmg Cmb No. 3 (1.00) 0.0 0.7 5.7 -0.7 I 5.7 Frmg Cmb No. 4 (1.00) 0.0 5.3 28.2 -5.3 i 28.2 Frmg Cmb No. 5 (1.00) 0.0 4.1 25.6 -4.1 1 19.7 Frmg Cmb No. 6 (1.00) 0.0 4.1 19.7 -4.1 1 25.6 Frmg Cmb No. 7 (1.33) 0.0 12.7 1.9 23.0 1-29.5 Frmg Cmb No. 8 (1.33) 0.0 -23.0 -29.5 -12.7 , 1.9 Frmg Cmb No. 9 (1.33) 0.0 7.3 -5.6 -7.3 i -5.6 Frmg Cmb No. 10 (1.33) 0.0 1.9 7.1 ! 0.5 4.3. (Project Name: 4551 BURLINGTON NORTHERN) TIME: 20:47 (VP Quote No.: CA99023625-002) PAGE: 14 of 57 (VP Order No.: CA9927527.001 150.11 (Wash& Maintenance Building) V) ..zts.:,�sflo�:cif:;•;«'...,:..=Ss;':";::.,:•;:.•:•:; REACTIONS REPORT DATE: 10/31/99 Julittcrro 9'llEt<ot iercori stit•19 w•llaintom ai ;.tr r i Grid 1 / Grid 2 > D/ 2 A/ 2 Ldg Comb (Strs_iners) N-xx N-yy V-zz H-xx N-yy V-zz' Frmg Cmb No. 11 (1.33) 0 O O O O O O ', O 000000 .$ • -0.4 4.4 1CC 00 ;I 0 • C C 0 C 0 0 -1.9 1 7.2 Frmg Cmb No. 12 (1.33) 15.0 13.2 20.7 -18.2 Frmg Cmb No. 13 (1.33) -20.7 -18.2 -15.0 13.2 Frmg Cmb No. 14 (1.33) 9.6 5.6 •9.6 5.6 Frmg Cmb No. 15 (1.33) 11.3 26.3 6.6 10.6 Frmg Cmb No. 16 (1.33) -6.6 10.6 -11.3 26.3 Frmg Cmb No. 17 (1.33) 8.6 22.6 -8.6 22.6 Post Cmb No. 1 (1.33) - - - - - - - Post Cmb No. 2 (1.33) - - - - - - - - VP Buildings REACTIONS REPORT (Project Name: 1551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: C.a9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 15 of 57 (50.11 (Wash & Maintenance Buildin FRAME:PLANE" • : ::: , ...... . . Frm a!n- "- " .3RIC "' 10 (values shown are r7L3 2/3 3/C - E ./3 resisting forces (Pin-10( OF _me Foundation) vote: Aeacttons shown as '9'I are due to bracing and are NOT Included in Frame _y�,. __.... -�► reactions oy Load Comotnat:orj :omoine per Coca. as needed. --� M- n- tps-!••iXx 1 :" 11-XX -.: vzz REACTIONS BYL©AD;:t*PEPER:FRAl11EPtANE (B=:Bradt E= Eadasstt} .:r::...• ::::<; ii: Frame ID / Seg. No.--> S3 / 2008 S3 / 2009 S3 / 2010 S3 / 2011 Column Type > Ext.Colm Int.Colm Int.3olm Ext.Colm - Grid 1 / Grid 2 > A/ 3 3/ 8 3/ 3 D/ 3 Base Plate (W x L) --> 10.0 x 13.0 9.0 x 25.0 9.3 x 25.0 10.0 x 13.0 A. Bolt Oty./ Diam.--> ( 4)- 1.250 ( 4)- 0.750 ( 4)- 3.750 ( 4)- 1.250 Colm Base Elevation--> 100/0/0 100/0/0 1C3/0/0 100/0/0 Load Type Description H-xx ill-yy 'V-zz ,H-xx .V-zz H-xx /-zz H-xx H-vy V-zz Dead Weight Framing 0.0 0.0 ! 2.1 0.0 ! 2.3 0.3 2.8 0.0 0.0 ! 2.1 Live Framing 0.0 0.0 2.0 0.0 4.3 3.3 4.3 0.0 0.0 ' 2.0 Alt Spn Live-R Framing 0.0 0.0 i-0.4 0.0 1.4 0.3 1.4 0.0 0.0 ! -0.4 Alt Spn Live-L Framing 0.0 0.0 ' 1.3 0.0 0.7 0.3 3.7 0.0 0.0 i 1.3 Snow Framing 0.0 -0.1 i 3.1 0.0 6.7 0.3 5.7 0.0 0.1 : 3.1 Unbal Snow1-R Framing 0.0 -0.1 i 1.6 0.0 3.5 0.3 6.5 0.0 0.1 3.1 Unbal Snow1-L Framing 0.0 -0.1 13.1 0.0 6.5 0.0 3.5 0.0 0.1 1.6 Wind 1 Right Framing 0.0 10.7 r18.8 13.4 14.1 -13,= -30.1 0.0 8.7 13.6 Wind 1 Left Framing 0.0 -8.7 13.6 8.9 -30.1 8.9 14.1 0.0 -10.7 -18.8 Wind II Ridge Framing 0.0 -3.8 •-5.4 14.8 -0.7 14.3 -0.7 0.0 3.8 . -5.4 Seismic Right Framing 0.0 0.9 1-2.0 0.4 2.7 0.- -2.7 0.0 0.9 2.0 Seismic Left Framing 0.0 -0.9 1 2.0 -0.4 -2.7 -0.•. 2.7 0.0 -0.9 -2.0 W React 1 RightBracing 0.08 0.0B 47.88 - - - - - - - - 0.08 0.08 47.38 W React 1 Left Bracing 22.58 0.08 =47.e3 - - - - - - - - 22.6E 0.081-47.33 E React Right Bracing 0.08 0.0B 3.0B - - - - • - - - 0.08 0.08 3.1B E React Left Bracing 1.58 0.08 i-3.18 - - - - - - - - 1.58 0.0B -3.18 1 REACTIONS BYLOADEOMBINATIONPEW:FRAME•PLANE '(B=•B»g,E-E i:.::;.: ;::. .::`::::.. <>;»:>.a::.::;:;:;:::;: > :::::<'.>i> <:<:::>:.:. Grid 1 / Grid 2 > A/ 3 3/ 8 3/ : 0/ 3 Ldg Comb (Strs lncrs) H-xx H-yy 1 V-zz H-xx V-zz H-xx V-zz H-xx H-yy V-zz Frmg Cmb No. 1 (1.00) O O O O O O O O O O 0 • O O O O O 0 O 0 O 0.0 k 4.1 0.0 7,1 O o 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 • N •O 01 M M M O. �- P • J M . O. sr; N • rl Cl n n r-V n .t 0. On M O O O 0 0 C. M to co 0.0 4.1 Frmg Cmb No. 2 (1.00) 0.0 1.7 0.0 4.2 0.0 1.7 Frmg Cmb No. 3 (1.00) 0.0 3.4 0.0 3.6 0.0 3.4 Frmg Cmb No. 4 (1.00) -0.1 5.2 0.0 9.5 0.1 5.2 Frmg Cmb No. 5 (1.00) -0.1 3.7 0.0 6.3 0.1 5.2 Frmg Cmb No. 6 (1.00) -0.1 5.2 0.0 9.3 0.1 3.7 Frmg Cmb No. 7 (1.33) 10.7 -16.7 -13.4 16.9 8.7 15.7 Frmg Cmb No. 8 (1.33) -8.7 15.7 8.9 -27.3 -10.7 -16.7 Frmg Cmb No. 9 (1.33) -3.8 -3.3 14.8 2.1 3.8 -3.3 Frmg Cmb No. 10 (1.33) _ 0.6 0.7 0.3 4.7 0.6 3.5 NiiiVP Buildings 'Grid 1 / Grid 2 Ldo Comb (Strs Iners) Frmg Cmb No. 11 (1.33) Frmg Cmb No. 12 (1.33) Frmg Cmb No. 13 (1.33) Frmg Cmb No. 14 (1.33) Frmg Cmb No. 15 (1.33) Frmg Cmb No. 16 (1.33) Frmg Cmb No. 17 (1.33) Post Cmb No. 1 (1.33) Post Cmb No. 2 (1.33) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 A/ 3 -0.6 10.6 -8.8 -3.9 5.2 -4.5 -2.1 REACTIONS REPORT 3.5 -15.2 17.3 -1.8 -4.2 12.0 2.5 (Project Name: 4551 BURIINGTON NORTHERN) (VP Quote No.: CAI (VP Order No.: CA9927527.O ) DATE: 10/31/9! TIME: 20:47 PAGE: 16 of 57 150.11 (Wash do Maintenance Building) 1.�r,�:��. a�2.c,.�.. ,rv.:�\�i:'?r'i}:i�Fiii:'vi::::p{i �L., vn}r�•.:. �a�r;�iilY�ri:';{W"`'�i�Kil3�:>L::i::»+i��:{;•.;:.,.::ji:x�;.:;•: _:r`Y�7�:��??:�^;1%v i::.^.::a:H1:?%'u?;•`::, 3/ 8 H-xx V-zz -0.3 -13.4 8.9 14.8 -6.7 4.5 7.4 0.9 20.3 -24.0 5.4 16.5 -5.6 9.1 3/ C H-xx V-zz -0.3 ! 4.7 -13.4 ; -24.0 8.9 i 20.3 14.81 5.4 -6.7 1 -5.6 4.5 I 16.5 7.4 ; 9.1 1 D/ 3 N-xx ! H-ri 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.6 8.8 -10.6 3.9 4.5 -5.2 2.1 V- zz 0.7 17.3 -15.2 -1.8 12.0 -4.2 2.5 VP Buildings COVERINGS and FASTENERS 'Project Name: 4551 BURLINGTON NORTHERN) I VP Quote No.: CA99028625-002) /VD • 1'tOD'f7[Y7 M\ DATE: 10/31/99 TIME: 20:47 PAGE: 17 of 57 -.__...,,.. ....,,_-..,,,.,, 1w.1I Lwasn at maintenance Building) '3WMANNAM PROJECT REFERENCE ******* Project Name : 4551 BURLINGTON NORTHERN Customer Name: Burlington Northern Santa Fe 97UBC - 1997 Uniform Building Code Roof Live Load = 20.00 Psf Distance to Coast = 101 Miles Reduced Live Load = Yes Bldg Enclosure Category = Part. Enclosed Ground Snow Load = 35.71 Psf Seismic Zone = 3 Bldg Base Elevation = 0/0/0 Roof Snow Load = 25.00 Psf Building Use Category = 4 Snow Exposure Category = 3 Therm( Category = 1 Wind Load Velocity = 80.00 Mph Add,' Gravity Collateral = 0.00 Psf Snow Load Y for Seismic = 0.0 Wind Load Pressure = 22.59 Psf Add't Uplift Collateral = 0.00 Psf Built-up Plate Spec. = 89AISC Wind Exposure Category = C (User Imposed Loads) Cold -Form Gage Spec. = 89AISI :RdUFA;ND*ALL:GEIGS W..': =AC-:RY r APO'L'EO 35" COVERAGE t SEALANT 1 „OVERAGE . +')." '"P. ;w - SMCC-- y ` 2 A--- - SMOOTH --.2 ii":- �. �.. _.<a'Y- 1• EXTERIOR i-� 4,`. S SURFACE ift" i '� •J I _ _�. '. %_�� -z.� 4CC: '• 2 J)5r -vP--1 - 35ARAC _OC= :coRF 2,..s 3‘L . TOP CF RIB N -3P :: R 5 CCMPRESS;CN N "-c'.S CN 7CP ^: ;19 N 7CP CF RIB NOMINAL BASE METAL DEFLEC. LOAD -' -CA, COMPRESS:ON !N 7ZNSION CAGE THICKNESS ix (IN.4) SX ;:N.3) x ; N.4) SX , \,3) NOMINAL 3ASE METAL OE:LEC. :CAD •J LEC. LOAD 26 • 3.0184 . 0.0J32 - 3.0267 3 268 _.04_4 GAGE THICKNESS X (IN.4; SX (IN.3) X (N.4) SX (IN.3) I 24 • 0.0220 1 0.0417 1 0.0475 3.3444 ..0„5.5 24 • 0.C220 2.2510 0.1143 0.1242 ' 0.0815 1 i 22 ' 0.0273 I 3.6547 I 3.3575 0.0559 2.3528 PANEL RIB ROOF & WALL PANELS (PR) STANDING SEAM ROOF PANELS (SSR) . 1 1.21,\TP Buildings COVERINGS and FASTENERS (Project Same: 455) BURL/NGTON NORTHERN) tvp Quote No.: CA99028625-002) DATE: 10/31/99 TIME: 20:47 PAGE: 18 of 57 150,1I (wash & Maintenance Building) '11.00FANDWALL.COVERINGS:' ': • ' - , "•. '..-...:: . ,::":: ' '5"'i:•`,.:'<:•:::::;:,i--:J::•:N''-: Y'.':::::::i::•:: :-i..:.::'::::::-::::.!::;.Yiirilim3.***RP..:::::.i:APR:i:::.::' Roof and Wall Coverings for VP BUILDINGS are designed for environmental loads, such as Wind Loads, Live Loads, and Snow Loads, including Snow Drift toads due to Roof Height Changes . Pln Pln Pln Panel Panel Fstnr Allow ix Ix Sx Sx Unit Loads [Fe] No. Type Name Type Gage Type Defl. Top 8tm Top Btm Wind Live Dead Snow 3 Wall W8 Panel Rib 26 CC 1/90.0 0.033 0.037 0.037 0.045 22.6 0.0 0.0 0.0 Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1(k/ft) dist(ftl w2(k/ft] dist(ftl Factor 16C-EF] 1 1.00 W1> 0.0361 0/0/0 0.0361 50/8/0 1.33 Wind Coef.= 1.60 (based on 1.0' trib.j 2 1.00 <W2 -0.0271 0/0/0 -0.0271 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' trib.i 3 1.00 W3> 0.0339 0/0/0 0.0339 50/8/0 1.33 Wind Coef.= 1.50 (based on 1.0' trb.j 4 1.00 <W4 -0.0271 0/0/0 -0.0271 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' trib.3 WB plane : - segment location => endl (1/0/0, 60/0/0, 0/0/0) end2 [1/0/0, 60/0/0, 50/8/0] - segment type => INTERIOR PANEL This design applies also to the segments at the following locations : - end1 (49/0/0, 60/0/0, 0/0/0) end2 (49/0/0, 60/0/0, 50/8/01 design spans 0/3/0 3/7/12 4/0/0 4/0/0 4/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 4/9/4 Panel Actual vs. Allowable Stresses Bending (k-in) Shear Web M-top M-btm (k] Crippling(k) Actual 0.81 0.61 0.11 0.12 Allow. 1.10 1.36 0.72 0.30 Ratio 0.735 0.446 0.150 0.396 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. Sgmt Load Application Load Start Start End _ End Stress ID Comb. Factor Compnt w1(k/ft) dist[ft] w2(k/ft) dist(ftl Factor 21[ EF] 1 1.00 W1> 0.0361 0/0/0 0.0361 50/8/0 1.33 Wind Coef.= 1.60 (based on 1.0' trib. 2 1.00 <W2 -0.0271 0/0/0 -0.0271 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' trib.3 WB plane : - segment location => end1 (25/0/0, 60/0/0, 0/0/01 end2 (25/0/0, 60/0/0, 50/8/0] - segment type => INTERIOR PANEL design spans 0/3/0 3/7/12 4/0/0 4/0/0 4/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 4/9/4 Panel Actual vs. Allowable Stresses Bending (k-in) Shear Web M-top M-btm (k) Crippling(k) Actual 0.81 0.61 0.11 0.12 117P Buildings COVERINGS and FASTENERS IPro)ect Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA9927527.00) DATE: 10/31/99 TIME: 20:47 PAGE: 19 of 57 50.11 (Wash A Maiatenaa e AOOFAND,WALLGOVERING4. ;..;. :•;: .::. :M. ;Vesaia3,E ...:.. Panel Actual vs. Allowable Stresses Bending [k-in] Shear Web M-top M-bte (k] Criopling(k) Allow. 1.10 1.36 0.72 0.30 Ratio 0.735 0.446 0.150 0.396 NOTE : Stress factors are applied to the actual toads, for load information and edge widths refer to loading report. :ROOF<AND:WALY:GElVF;$flVG.S ...:.. :..:.::. .:.:.. . Pin Ptn Ptn Panel Panel Fstnr Allow Ix ]x Sx Sx Unit Loads (psi] No. Type Name Type Gage Type Defl. *oo Btm Top Btm Wind Live Dead Snow 4 Wall WR Panel Rib 26 CC 1/90.3 3.333 0.037 0.037 0.045 22.6 0.0 0.0 0.0 Paeel :L:oaditiR by Setment '�.. ,.,.,.:... • .. ;;:...: .... .. Sgmt Load Application Load Start Start Ero End Stress ID Comb. Factor Cogent w1(k/ftl dist(ft] w2[</=:: dist(ft] Factor 11( ES] 1 1.00 W1> 0.0361 0/0/0 0.2361 50/8/0 1.33 Wind Coef.= 1.60 (based on 1.0' 2 1.00 <W2 -0.0271 0/0/0-0.327 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' 3 1.00 W3> 0.0339 0/0/0 0.2339 50/8/0 1.33 Wind Coef.= 1.50 (based on 1.0' 4 1.00 <W4 -0.0271 0/0/0 -0.:27' 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' WR plane : - segment location => endl (50/0/0, 0/0/0, 0/0/C: erc2 (50/0/0, 0/0/0, 50/8/0] - segment type => ENDWALL EDGE This design applies also to the segments at the fo;,:a -g vocations : - endl (50/0/0, 60/0/0, 50/8/0] end2 (50/0/0, 0/C/0, 0/0/0] design spans 0/3/0 3/7/12 4/0/0 4/0/0 4/0/0 5/:/3 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 4/9/4 Panel Actual vs. Allowable Stresses Bending [k-in] Shear Weo M-top M-btm (k] Cripolinq(k] trib.) trib.) trib.) trib.) Actual 0.81 0.61 0.11 0.12 Allow. 1.10 1.36 0.72 0.30 Ratio '0.735 0.446 0.150 0.396 NOTE : Stress factors are applied to the actual loads, for :oaa information and edge widths refer to loading report. Panel :Loading by Segment ' Sgmt Load Application Load Start Start Erc End Stress ID Comb. Factor Compnt wl(k/ft] dist(ft) w2[k/j:: dist(ft] Factor 4001CPI P) 1 1.00 W1> 0.0361 0/0/0 0.0361 50/8/0 1.33 Wind Coef.= 1.60 (based on 1.0' 0.0361 50/8/0 0.0318 50/10/8 1.33 Wind Coef.= 1.60 (based on 1.0' 0.0314 50/10/8 0.3182 51/6/0 1.33 Wind Coef.= 1.39 (based on 1.0' 2 1.00 <W2 -0.0271 0/0/0-0.0271 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' -0.0271 50/8/0 -0.3239 50/10/8 1.33 Wind Coef.= 1.20 (based on 1.0' -0.0236 50/10/8-0.0137 51/6/0 1.33 Wind Coef.= 1.04 (based on 1.0' WR plane : - segment location => endl (50/0/0, 20/0/0, 0/0/01 end2 (50/0/0, 20/0/0, 51/6/01 - segment type => ENDWALL INTERIOR trib.) trib.) trib.) trib.) trib.) trib.) Buildings - I COVERINGS and FASTENERS (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 20 of 57 0.11 w :ROOF:A1411:WALL.COVERINGVd::::.:.:::;'::,:,: Iiiiiet;Liiiiiini,tii.9eiriiiiti:A.:::ga.1.:P::',:,;:0:::::::i:- ::':i::. :.:-:::'..ii.:.::.,:i:!0::'::" '' ':i':::::4::;:R:P.;.;':.P:-:;:;:.i::ii:,:::,:::ii:::.....:: :.g.;::;,.: .4:.':::::':];i;ii:;:lic:;:.::.:::i.::A..$:Acc::::S:ilgig::;::i:0:::::: Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1(k/ft] dist(ft] w2(k/ft] dist(ft) Factor design spans 0/3/0 3/7/12 4/0/0 4/0/0 4/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/7/4 PanelAcoml.m. Allowable Stresses Bending (k-in] Shear Web M-top M-btm (kl CripPling(k1 Actual 1.01 0.82 0.11 0.12 Allow. 1.10 1.36 0.72 0.30 Ratio 0.922 0.600 0.150 0.420 NOTE--: Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. 1 Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt wl(k/ft) dist(ft] w2(k/ft! clist(ftl Factor 4000(PIP) 1 1.00 W1> 0.0361 0/0/0 0.0361 50/8/0 1.33 Wind Coef.= 1.60 (based on 1.0' trib.) 0.0361 50/8/0 0.0318 50/10/8 1.33 Wind Coef.= 1.60 (based on 1.0' trib.) 0.0314 50/10/8 0.0182 51/6/0 1.33 Wind Coef.= 1.39 (based on 1.0' trib.) 2 1.00 <W2 -0.0271 0/0/0 -0.0271 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' trib.) -0.0271 50/8/0 -0.0239 50/10/8 1.33 Wind Coef.= 1.20 (based on 1.0' trib.) -0.0236 50/10/8 -0.0137 51/6/0 1.33 Wind Coef.= 1.04 (based on 1.0' trib.) WR plane : - segment location => endl (50/0/0, 40/0/0, 0/0/0) end2 (50/0/0, 40/0/0, 51/6/0) - segment type => ENDWALL INTERIOR design spans 0/3/0 3/7/12 4/0/0 4/0/0 4/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/7/4 Pape1Achudvs. Allowable Stresses Bending (k-in] Shear Web M-top M-btm (k) Crippling(k) Actual 1.01 0.82 0.11 0.12 Allow. 1.10 1.36 0.72 0.30 Ratio 0.922 0.600 0.150 0.420 -7 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. RI)CWANDWALLCOVERENOS '..,....i:::::,', ..',' Pln Pln Pln Panel Panel Fstnr Allow Ix Ix Sx Sx Unit Loads (psf) No. Type Name Type Gage Type Defl. Too Btm Top Btm Wind Live Dead Snow 5 Wall WF Panel Rib 26 CC L/90.0 0.033 0.037 0.037 0.045 22.6 0.0 0.0 0.0 Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt wl(k/ft) dist(ft) w2(k/ft) dist(ft) Factor 19( EF) 1 1.00 W1> 0.0361 0/0/0 0.0361 50/8/0 1.33 Wind Coef.= 1.60 (based on 1.0' trib.) 2 1.00 <W2 -0.0271 0/0/0 -0.0271 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' trib.1 3 1.00 W3> 0.0339 0/0/0 0.0339 50/8/0 1.33 Wind Coef.= 1.50 (based on 1.0' trib.) 4 1.00 <W4 -0.0271 0/0/0 -0.0271 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' trib.1 I VP Buildings COVERINGS and FASTENERS (Project Name: 1551 BURLINGTON NORTHERN) (VP Quote No.: C..99028625.002) ( VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 21 of 57 150,11 _ (Wash&. Mainoettauee Buildin ROOF>AN1t3 WAIN; COVLRtPIG .:. ::. • :: V 3:tlr>. . 'Paoel;LoadlttA<by, Settieat.; �..:. ;:. <: :.... .:..:.. ': Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt w1[k/ft] dist[ft] w2[k/ft) dist[ft] Factor WF plane : - segment location => endl [1/0/0, 0/0/0, 50/8/0) end2 [1/0/0, 0/0/0, 0/0/0] - segment type => INTERIOR PANEL This design applies also to the segments at the following locations : - endl [49/0/0, 0/0/0, 50/8/0] end2 (49/0/0, 0/0/0, 0/0/01 design spans 0/3/0 3/7/12 4/0/0 4/0/0 4/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 4/9/4 Panel Actual vs. Allowable Stresses Bending (k-in] Shear Web M-top M-btm [k] Criopling(k) Actual 0.81 0.61 0.11 0.12 Allow. 1.10 1.36 0.72 0.30 Ratio 0.735 0.446 0.150 0.396 NOTE : Stress factors are applied to the actual loads, for lcaa ',formation and edge widths refer to loading report. : Pane!' Loading by SiklAteE:. : .. .. :i Sgmt Load Application Load Start Start Eno ?no Stress ID Comb. Factor Compnt w1(k/ft) dist(ft] w2[k/=:: oist(ft] Factor 24[ EF] 1 1.00 W1> 0.0361 0/0/0 0.0361 50/8/0 1.33 Wind Coef.= 1.60 (based on 1.0' trib. 2 1.00 <W2 -0.0271 0/0/0-0.0271 50/8/0 1.33 Wind Coef.= 1.20 (based on 1.0' trib.a WF plane : - segment location => endl [25/0/0, 0/0/0, 50/8/0] era2 [25/0/0, 0/0/0, 0/0/0] - segment type => INTERIOR PANEL design spans 0/3/0 3/7/12 4/0/0 4/0/0 4/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 5/0/0 4/9/4 Panel Actual vs. Allowable Stresses Bending [lc- in] Shear Web M-top M-btm (k] Crioplinq[kl Actual 0.81 0.61 0.11 0.12 Allow. 1.10 1.36 0.72 0.30 Ratio 0.735 0.446 0.150 0.396 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. ROOF AND'. WALL COVERINGS ..:. Pln Pln Pln Panel Panel Fstnr Allow Ix Ix Sx Sx Unit Loads (psf] No. Type Name Type Gage Type Defl. Too Btm Top Btm Wind Live Dead Snow 6 Roof RO0F1 Standing Seam Roof 24 SS l/90.0 0.251 0.124 0.114 0.082 22.6 20.0 1.1 25.0 Panel Loading by Segment. Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Compnt wt(k/ft) dist(ft] w2(k/ft) dist[ft] Factor 7[ ER] 1 1.00 D -0.0011 0/0/0-0.0011 30/0/5 1.00 1.00 S -0.0250 0/0/0-0.0250 30/0/5 1.00 vF---;:-lVP Buildings .�� COVERINGS and FASTENERS (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 22 of 57 11001VANDAVALir.COYIERStI6 .: ::: . . .....:.... Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Cont wt(k/ftl dist(ftl w2(k/ft1 dist(ftl Factor 2 1.00 0-0.0011 0/0/0-0.0011 30/0/5 1.33 1.00 W1> 0.0294 5/0/0 0.0294 30/0/5 1.33 Wind Coef.= 1.30 (based on 1.0' trib.J) 0.0294 0/0/0 0.0294 5/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 D-0.0011 0/0/0-0.0011 30/0/5 1.33 1.00 <W2 0.0520 5/0/0 0.0520 30/0/5 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) 0.0520 0/0/0 0.0520 5/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.3 I ROOF1 plane : I - segment location => erdl (0/0/0, 0/0/0, 50/8/0] end2 (0/0/0, 30/0/0, 51/11/01 - segment type => ROOF EDGE ' This design applies also to the segments at the following locations : - endl (50/0/0, 30/0/0, 51/11/01 ena2 (50/0/0, 0/0/0, 50/8/0] design spans 0/3/7 '3/5/12 3/5/12 4/3/0 4/3/0 4/3/0 4/3/0 4/3/0 1/6/6 Panel Actual vs. Allowable Stresses Bending (k-in] Shear Weo M-top M-btm (k] Crippling(k) Actual 0.73 0.50 0.08 0.11 Allow. 3.42 2.44 1.03 0.50 Ratio 0.213 0.205 0.082 0.230 NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. : PanelLoadine by Segment. :: Sgmt Load Application Load Start Start Eno End Stress ID Comb. Factor Coaont w1(k/ft] dist(ftl w2(k/ft1 dist(ft3 Factor 23( EF1 1 1.00 0-0.0011 0/0/0-0.0011 30/0/5 1.00 1.00 S -0.0250 0/0/0-0.0250 30/0/5 1.00 2 1.00 0-0.0011 0/0/0-0.0011 30/0/5 1.33 1.00 W1> 0.0294 0/0/0 0.0294 5/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.� 0.0294 5/0/0 0.0294 30/0/5 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 0-0.0011 0/0/0-0.0011 .• 30/0/5 1.33 1.00 412 0.0520 0/0/0 0.0520 5/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.3 ROOF1 plane : - segment location => endt (25/0/0, 30/0/0, 51/11/01 end2 (25/0/0, 0/0/0, 50/8/0] - segment type => INTERIOR PANEL design spans 0/3/7 3/5/12 3/5/12 4/3/0 4/3/0 4/3/0 4/3/0 4/3/0 1/6/6 Panel Actual vs. Allowable Stresses Bending (It -in] Shear Web M-top M-btu (k3 Crippling(k) Actual 0.47 0.50 0.08 0.11 Allow. 3.42 2.44 1.03 0.50 Ratio 0.136 0.205 0.075 0.230 .wiVP Buildings COVERINGS and FASTENERS 4551 BlAtIMMONM)RITION) CA9902116254= CA9927527-00) (Project Name: (VP Quote No.: (VP Order No.: DATE: 10/31/99 TIME: 20:47 PAGE: 23 of 57 150.11 (Was li & Maintenance Building) ROOVANITWALL.COVERING:::-: ** ":'.:•:,:i• '.,:..-:.' . ::•.? .. • i:'::.:::•:::i:::;.:!,:',?i..:]•!fil::::',:':i]:ii:.M-,:.:-::::;::::.::.•:•;.... ,•:..!;:i:1:.•Aftirsiiiii, ;O:Ziii:Migea::;:..,;:i Panel Actual vs. Allowable Stresses Bending (k-in] Shear Web M-top M-btm (k] Crippling(k] NOTE : Stress factors are applied to the actual loads, for load information and edge widths refer to loading report. Pln Pln Pln Panel Panel Fstnr Allow ix lx Sx Sx Unit Loads (psf] No. Type Name Type Gage Type Defl. Too Btm Top Btm Wind Live Dead Snow 7 Roof ROOF2 Standing Seam Roof 24 SS I/90.0 0.251 0.124 0.114 0.082 22.6 20.0 1.1 25.0 aiinettnailleitY;SgOMMaii:::•:i!:::::...::..':;i::.,.:.::: . -•;i';:.::•'.::.::: ..::••••'••2.:.:;.01'i•‘::k.:::..-i::-.:-..;:ii:;1.'.:::::.;':,::::: ... '..:i':';::.i:::...-::,-:i :;::::::;.:;::....:::::•i'.:•51:ia:.::;M;M:::n::;.. Sgmt Load Application Load Start Start End End Stress ID Cont. Factor Cont wl(k/ft] dist(ft] w2Ck/4:: dist(ft] Factor 6C ER] 1 1.00 D -0.0011 0/0/0 -0.0011 30/0/5 1.00 1.00 S -0.0250 0/0/0 -0.0250 30/0/5 1.00 2 1.00 D -0.0011 0/0/0 -0.01' 30/0/5 1.33 1.00 W1> 0.0294 5/0/0 0.0294 30/0/5 1.33 Wind Coef.= 1.30 (based on 1.0' trfb.] 0.0294 0/0/0 0.:294 5/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.] 3 1.00 D -0.0011 0/0/0 -0.:C!' 30/0/5 1.33 1.00 <W2 0.0520 5/0/0 0.52: 30/0/5 1.33 Wind Coef.= 2.30 (based on 1.0' trib. 0.0520 0/0/0 0.:52: 5/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.) ROOF2 plane : - segment location => end1 (0/0/0, 30/0/0, 51/114:: end2 (0/0/0, 60/0/0, 50/8/0] - segment type => ROOF EDGE This design applies also to the segments at the ct.:wi-g locations : - endl (50/0/0, 60/0/0, 50/8/0) end2 (50/0/0, 3:/2/0, 51/11/0] design spans 0/3/7 3/5/12 3/5/12 4/3/0 4/3/0 4/3i: 4/3/0 4/3/0 1/6/6 Panel Actual vs. Allowable Stresses Bending (k-in] Shear Web M-top M-btm (k] Criooling(10 Actual 0.73 0.50 0.08 0.11 Allow. 3.42 2.44 1.03 0.50 Ratio 0.213 0.205 0.082 0.230 NOTE : Stress factors are applied to the actual loads, for load 'nformation and edge widths refer to loading report. .i. Panel Loading by Segment :' .:: .:.,'...........?..: .1,..:::::;::::::'].:r;:.'.:..:':':.:::i:: - - ' ...... :;:•::''.-..';i:::.::;1:'...::::::::•:•:::i:0:'1::::::Mi::::,..:.::: Sgmt Load Application Load Start Start Eno End Stress ID Comb. Factor Compnt wl(k/ft] dist(ft) w2:k/ft) dist(ft) Factor 22C EF) 1 1.00 D -0.0011 0/0/0 -0.0011 30/0/5 1.00 1.00 S -0.0250 0/0/0 -0.0250 30/0/5 1.00 2 1.00 D -0.0011 0/0/0 -0.0011 30/0/5 1.33 1.00 W1> 0.0294 0/0/0 0.0294 5/0/0 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 0.0294 5/0/0 0.0294 30/0/5 1.33 Wind Coef.= 1.30 (based on 1.0' trib.) 3 1.00 D -0.0011 0/0/0 -0.0011 30/0/5 1.33 1.00 (W2 0.0520 0/0/0 0.0520 5/0/0 1.33 Wind Coef.= 2.30 (based on 1.0' trib.] ROOF2 plane : isrpVP Buildings COVERINGS and FASTENERS (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99073625-002) (VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 24 of 57 f50.11 (Wash & Maintenance Building) <ROE F AND'Y.W I 4Y: .... . •. •.:.iCk't ':tvv. �:. Y:: �+i::5;i:;:::v;: �;{Sii"�):oi aiY.v::::: Y'4i:viY:::•Y' Y:v:^:<:.:::: %o.v-•K.i< :.:v: � •....... ....v - 5..... .. ...< .. ....., :..ix.�::.v�::: v:i'v;i-i'v:YiYYYY: ... ....... h. : .. ... ..........:.. ....:v.:. v... v...:::YJ.v.:vi5)Y.:{.;'...::J�:i..YYY:: ::•i:.y: •: )Y:4Y�: .: :...v ..... �:. .Y. t: ::.....:..-nn.............:..n:v:::::..... ..-.-... ... .:..::'v:.:....5.....5:•1:....vvv.: ii))'!i?�:J •: :^•: A:•;: '.;..; ::. d....v Z J .: rt........n.... �.....r.........v n...nJ.n...... n\•.:. rl•: :;..,; ...: ::v:::: :vS: Y). Mom...........:Ci....v,.,.....,.....:.:........_.ty..... .. ............ ... .. \;.....v..:..,.y ..v... ...::Y:n_:....:,.:.:.::... ... .. n. .. .:. ........v..:.. ..... Sgmt Load Application Load Start Start End End Stress ID Comb. Factor Caapit w1[k/ft] dist[ft] w2[k/ft] dist[ft] Factor - segment location => end1 [25/0/0, 60/0/0, 50/8/0] end2 [25/0/0, 30/0/0, 51/11/0] - segment type => INTERIOR PANEL design spans 0/3/7 3/5/12 3/5/12 4/3/0 4/3/0 4/3/0 4/3/0 4/3/0 1/6/6 Panel Actual a. Allowable Stresses Bending [k-inl Shear web M-top M-btm [k] Crippling[k] Actual 0.47 0.50 0.08 0.11 Allow. 3.42 2.44 1.03 0.50 Ratio 0.136 0.205 0.075 0.230 NOTE : Stress factors are applied to the actual toads, for load information and edge widths refer to loading report. v. .VP Buildings BRACING DESIGN DATA (Project Name: 1551 BURI.INGTON NORTHERN) tVP Quote No.: CA99028625-002) (VP Omer No,: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 25 of 57 50.1) (Wash & ild .....:..:..:.::.. .sit::;`s.::>?:;::%«s:>">s::>::r<;:>:><:,Y.. ..�;..? iris::;::s:<:><:::;><z;�:: BR;ACi1�TG•DESIGi�F.li�l1�ER:�fII��E.��..:. .,>.... ..:...:.:. lslfis it::ti, . . DESCRIPTION: Diagonal Roof Bracing is typically used by VP Buildings to resist lateral wind loads and seismic forces acting perpendicular to the rigid frames. This Diagonal "X"-Bracing transmits the applied loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into :he foundation. Vertical Bracing systems are typically diagonal "X"-Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment -resisting frames, concentric braced frames utilizing tension/compression members or tension only numbers, or other types of bracing systems, as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind loads and seismic loads acting on the structure. All diagonal members are assumed to be considered to have pinned corrections, while lament frames are typically assumed to be AISC Type 1 Construction (rigid frames). with pinned base corrections. DESIGN: Diagonal Bracing is designed for axial forces, using the prevailing A1SC Allowable forces acting on the Net Area of each member. Moment frames are. also designed in accordance wi:n ;!SC allowed working stresses. MATERIAL: • Typical Rod Bracing used by VP Buildings is 65 ksi Struc:..rai Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically desigreo'and constructed from 50 ksi steel. Live Load : 20.000 PSF Add'l Dead(Gravity): .000 PSF Date:10-31-99 Time:15:15 Ground Snow : 35.714 PSF Roof Snow : :5.000 PSF Frame Dead Load : 2.500 PSF Purlins/Sheeting 2.100 PSF Wind Load : 80.00 MPH( 22.593 PSF) Add'I Dead(Uplt) .000 PSF 1 Building Code :97UBC Bldg Use Category :- Exposure Factor :C Seismic Zone :3 Enclosure Factor:Partially Enclosed Load Stress Design Case Factor Case Load Combinations • 1 1.33 Y 1.00 Wind 1 Right 2 1.33 Y 1.00 Wind 1 Left 3 1.33 Y .71 Seismic Right 4 1.33 Y .71 Seismic Left notes : N/IVP Buildings BRACING DESIGN DATA (Project Name: 4551 BU1I.NGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA9927527-00) BRACINGtiR.Ma6ionIGiY... :: .... ,:.:. ..,;'. Max Max 8rc1 8rc2 Plane Frame Lines Strutl No. No. Name From To No. DATE: 10/31/99 TIME: 20:47 PAGE: 26 of 57 [50.11 (Wash 8: Maintenance Building) Max St1 Strutl St2 Brace Length 8race Stress Cntrtg Load No. Load Shape (ft.) Load Ratio Ld Comb 6000 6002 ROOF1 FL2 FL3 18187 6.9 18133 13.7 R.625 A 6001 6003 ROOF1 FL2 FL3 18133 13.7 18153 19.7 R.875 4 6014 6018 WF FL3 FL2 18153 19.7 18118 22.6 R1.000 A 6016 6019 WF F13 FL2 18118 22.6 18102 22.6 R1.125 A 6015 6017 WF FL3 FL2 18102 22.6 0 0.0 21.125 A 6004 6007 ROOF2 FL2 FL3 18157 19.6 18179 13.5 R.875 is 6005 6006 ROOF2 FL2 FL3 18179 13.5 18187 6.9 R.625 4 6008 6011 W8 FL3 FL2 0 0.0 18021 22.4 R1.125 A 6010 6013 WB FL3 FL2 18021 22.4 18037 22.4 R1.125 A 6009 6012 18 FL3 FL2 18037 22.4 18157 19.5 R1.000 A note = Rod1 and Rod2 are cross diagonals. Strutl and Strutl are the struts at the era of cross aiagonals. 4 = V <_L //4" 3A L.4 UP iIL A. SEE PA U-I+ 26.01 -9.13 0.85 1 31.24 -17.82 0.84 2 25.91 -24.41 0.88 2 31.24 -29.44 0.84 2 31.82 -29.99 0.86 2 31.24 -17.64 0.83 2 26.01 -9.02 0.84 1 31.82 -29.83 0.85 31.24 -29.28 0.84 25.91 -24.28 0.88 Buildings SECONDARY STRUCTURAL DESIGN DATA DATE: 10/31/99 (Project Name: 4551 BURLINGTON NORTHERN) TIME: 20:47 (VP Quote No.: Ca99028625-002) PAGE: 27 of 57 (VP Older No.: CA9927527 00) f50.11 (Wash & Maindtance Buildintt) ..::;.:,...:..:.... ::s O A:RY S'ERU&'A311rAi,D&SIG1ti�fARY' ..,.:.:::,.:;:,: . •: DESCRIPTION: VP Buildings Purlins, Girts, Eave Purlins, and Miscellaneous Secondary Framing Members are typically cold -formed, 2-shaped or C-shaped members, either 6 1/2", 8 1/2", or 11 1/2" in depth. ANALYSIS: Simple Purlins and Girts- analyzed as simple beams, supported at each end by the Primary Frames. The boundary conditions used assume pinned connections at each frame support and span lengths equal to the distance between the frame centerlines. Continuous Purlins and Girts- analyzed as continuous beams, utilizing the Stiffness Method of indeterminant analysis. Purlin or Girt continuity over frame supports is developed by extending then into adjacent bays and lapping to each other to provide a double section in the region of highest moment. Pinned -connections occur at purlin or girt ends. DESIGN: Purlins, Girts and other cold -formed secondary structural mercers are designed in accordance with the American Iran and Steel Institute (AISI), typically using steel based upon ASTM A570 or A607, Grade 55. SECONDARY SFRUC71URAll:"LOA»SITh IARY.:< '. Live Load : 20.00 PSF Ground Snow Load: 35.71 PSF Sheeting : '.'3 ?SF Wind Load : 80.00 MPH Total Dead Load : '.'3 ?SF Bldg Wind Pressure : 22.59 PSF Secondary Wind PressLre : 22.59 PSF Add'l Dead(Uplt): .00 PSF Building Code : 97U8C Bldg Use Category : - Building Exposure Factor : C Seismic Zone : Secondary Exposure Factor: C Enclosure Factor: ?ar:iat.y Enclosed Add't Dead(Gravity): .:0 =SF Date:10-31-99 Time:16:20; Load Combinations for Girt Design Load Stress Case Factor Load Combinations 1 1.33 1.00 Wind 1 Right + 1.00 W React 1 Righ 2 1.33 1.00 Wind 1 Right + 1.00 W React 1 Left 3 1.33 1.00 Wind 2 Left + 1.00 W React 1 Righ 4 1.33 1.00 Wind 2 Left + 1.00 W React 1 Left 5 1.33 1.00 Wind 3 Right + 1.00 W React 1 Righ 6 1.33 1.00 Wind 3 Right + 1.00 W React 1 Left 7 1.33 1.00 Wind 4 Left + 1.00 W React 1 Righ 8 1.33 1.00'Wind 4 Left + 1.00 W React 1 Left 9 1.33 1.00 E React Right 10 1.33 1.00 E React Left Load Combinations for Purlin Design Load Stress Case Factor Load Combinations 1 1.00 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Live 2 1.00 1.00 Dead Weight + 1.00 Collet Grav * 1.00 Snow 3 1.33 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Righ 4 1.33 1.00 Dead Weight + 1.00 Wind 1 Right + 1.00 W React 1 Left 5 1.33 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Righ 6 1.33 1.00 Dead Weight + 1.00 Wind 2 Left + 1.00 W React 1 Left 7 1.70 1.20 Dead Weight + 1.20 Collet Grav + .50 Live + 1.00 E React Right 8 1.70 1.20 Dead Weight + 1.20 Collet Grav + .50 Live VP Buildings•, l SECONDARY STRUCTURAL DESIGN DATA (Project Name: 4551 BURUNGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA9927527-00) . 150.11 szaimmiay + 1.00 E React Left Load Combinations for Girt Deflection Load Stress Case Factor Load Combinations 1 1.00 2 1.00. 3. 1.00 4 1.00. .75 Wind.1 Right .75 Wind 2 Left .75 Wind 3 Right .75 Wind 4 Left Load Combinations for Purlin Deflection Load Stress' Case Factor 1 .' 1.00 1.00 Snow :: . '�W 4:i4 .<..ri:i.`o- .'tea •`•>3:%: :.ti'%. DATE: 10/31/99 TIME: 20:47 PAGE: 28 of 57- (Wash PAGE:_ Buildine) VP Buildings SECONDARY STRUCTURAL DESIGN DATA Protect Name: -1551 BURLINGTON NORTHERN) 1 VP Quote No.: CA99028625-002) VP Order No.: CA9927527.00) DATE: 10/31/99 TIME: 20:47 PAGE: 29 of 57 • SECONDARY :SFRUCTDRA D111ERFOliR1fR10Y iSi/MMARY. , ;. ii.::. .: ; • Yvsios3a< i:i:.> »:.>: al ::MK: 271. 271. Sh' 2 %' 2 'es. I..---:! se LIP I 1 t 6 I h' 5�^ 1 E. .1. 11 I h" 50•1 LIP ____ , 2 ve" 2 'h' i 2 :h" 2 i4' ' 3 h- I 6 %h' ZEE 6 h" ME 8 7h' -: ? 'S" C.EE ••• W. ZEE DESIGN !x sx :x Sx :ES:C: Ix Sx c sx DESIGN :x Sic THICRNESs IN4 IN3 IN4 IN3 1 :-IICX\_SS N4 \3 '.e 'y3 rocxNESS N4 •NO 1 .059 1 4.36 :.225 ' 4 11 • '.2971 i 059 9.04 5 39 • 360 : i I .059 N.a. • Y.A. . .• 065 : 4 86 1.470 1 5.22 '.514 I :65 '0,C5 _ 3 5- 2.197 • 1 .065 • 2'4.97 ' 2.959 1 '1 .073 • 5.56 1.709 ' 5.93 1 1.291 I 72 •.50 - 2.501 • ' 073 1 23.48 3.728 I .082 ' 6.23 . 1.916 ! 5.64 : 2.042 I .062 '2.90 _ 2- ? 2.963 : i I .082 ' 21.94 • 4.499 1 .092 6.96 2.142 : 741 : 2.280 • .:92 '4 43 2 3.3:3 I '.092 35.79 : 5.550 I j .105 • 1.91 2.433 , 6.40 . 2.585 . "5 '5.42 5.765 • 1 .105 ' 40.:5 • 5.'75 I 1 .' 20 : 8.99 2.766 i 9.53 i 2.932 2: ' 8.7C - .. " 4 280 . .:20 46.48 • 7 479 • 6 72" ;,1R'S / °LRLINS _ : _-_ 7.=_ 5 1' h"=:RL'\IS SECONDARY: STRUCTURAL DESIGN STRJNG'SU.4DIARY 1 Design No. 1 Plane = WB (Side Wall) (Start X=50'-O" v =�u'-]" Z =3"1 Oty: 2 1 -nd 1 Span •-Interior Span -- 1 End 2 Span Seg Seg Segment I -Actual Stress-- Ld _ao -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend' ShrIComol Wco Case .:-.. Bend' Shr$ComblWcp Case I BendjShriComblWcolCase Lgth ! 18001 24.0 8.5"x.082" C S-Girt ; .65 .00 .65 .00 1 I 18002 24.0 8.5"x.082" C S-Girt .65 .00 .65 .00 1 Secondary ,Design Successfully Completed Design No. 2 Plane = WB (Side Wall) (Start X=50'-0" v =60'-0" Z =3'-10 3/4"] Oty: 2 1 End 1 Span --Interior Span -- I End 2 Span • Seg Seg Segment I -Actual Stress-- Ld ..ao ' -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend' Shr(Combl Wco Case ::.. 3endl Shr1ComblWcp Case I Bend'ShrlComblWcp1Case Lgth ' 18005 24.0 8.5"x.059" Z C-Girt j .91 .00 .91 .00 1 I .76 .30 .76 .00 1 30 1i 18006 24.0 8.5"x.059" Z C-Girt I .76 .30 .76 .00 1 30 i .91 .00 .91 .00 1 I 1 Secondary Design Successfully Completed• Design No. 3 Plane = WB (Side Wall) (Start X=50'-0" Y=60'-0" Z =7'-10 3/4"] Oty: 4 End 1 Span ; --Interior Span 1 End 2 Span Seg Seg Segment I -Actual Stress-- Ld Lao : -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend! ShrlCombl Wco Case L;:r ' Bend( ShrlComblWcp Case I BendlShrlCombjWcplCase Lg_th 1 18009 24.0 8.5"x.059" Z C-Girt I .90 .51 .96 .00 1 I .79 .31 .79 .00 1 30 1I 18010 24.0 8.5"x.059" Z C-Girt I .79 .31 .79 .00 1 30 1 .90 .51 .96 .00 1 Secondary Design Successfully Completed Design No. 4 Plane = WB (Side Wall) (Start X=501.0" Y=60'-0" Z=15'-10 3/4") Oty: 2 VP Buildings SECONDARY STRUCTURAL DESIGN DATA (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99023625-002) (VP Order No.: C.A9927527.001 DATE: 10/31/99 TIME: 20:47 PAGE: 30 of 57 50.11 (Wash dt irlauttentnc NEC©kiARY. S'raueruniu resacii-3Al1QN Sit FfARY' 18017 24.0 18018 24.0 8.5"x.065" Z C-Girt I .95 .45 .98 .00 1 I .74 .26 .74 .00 1 24 II 8.5"x.065" Z C-Girt f .74 .26 .74 .00 1 24 f .95 .45 .98 .00 1 ( Secondary Design Successfully Cotpleted Design No. 5 Plane = W8 (Side Wall) [Start X=50'-0" Y =60'-0" 1=20'-10 3/4") Oty: 2 Seg Seg No. Length f End 1 Span I --Interior Span - f End 2 Span Segment I -Actual Stress-- Ld Lao I -Actual Stress- Ld f ---Actual Stress--- Ld Lap Description I Bend( ShrlCoabl Wcp Case Lgth 1 3endl Shr(Comb(Wcp Case 1 BendfShr1Comb,Wcp1Case Lgth ( 18021 24.0 18022 24.0 8.5"x.120" 2 C-StGA4 f .46 .00 .87 .00 1 f .54 .09 .84 .00 1 42 fi 8.5"x.065" 2 C-Girt f .57 .09 .57 .00 1 42 f .97 .00 .97 .00 1 f I Secondary Design Successfully Completed Design No. 6 Plane = WB (Side Wall) (Start X=50'-0" Y=60'-0" Z=25'-10 3/4") Oty: 6 ..- Seg Seg No. Length f End 1 Span I --Interior Span -- f End 2 Span •• Segment f -Actual Stress-- Ld Lao f -Actual Stress- Ld f ---Actual Stress--- Ld Lap Description 1 Bend( ShrlCombf Wcp Case Lgth (3end[ ShrICottblWco Case I BendIShrlComblWcpjCase Lgth • 18025 24.0 18026 24.0 8.5"x.065" Z C-Girt I .95 .48 1.01 .00 1 f .84 .29 .84 .00 1 30 8.5"x.065" Z C-Girt I .84 .29 .84 .00 1 30 .95 .48 1.01 .00 1 f Secondary Design Successfully Completed Design No. 7 Plane = W8 (Side Wall) (Start X=50'-0" y :60'-:" Z=451-10 3/4") Oty: 2 Seg Seg No. Length f End 1 Span --Interior Span -- f End 2 Span Segment f -Actual Stress-- Ld Lao : -Actual Stress- Ld f ---Actual Stress--- Ld Lap Description f Bend' ShrICombl Wco Case Loth 3endl ShrjComb(Wcp Case I Bend(Shr)Comb(Wcp1Case Lgth 18041 24.0 18042 24.0 8.5"x.065" Z C-Girt ; .98 .00 .98 .00 1 f .82 .28 .82 .00 1 30 f' 8.5"x.065" Z C-Girt f .82 .28 .82 .00 1 30 I .98 .00 .98 .00 1 I Secondary Design Successfully Completed Design No. 8 Plane = WR (End Wall) (Start X=50'-On Y =0" Z =3") Oty: 1 Seg Seg No. Length f End 1 Span i --Interior Span -- f End 2 Span Segment f -Actual Stress-- Ld Lao j -Actual Stress- Ld f ---Actual Stress--- Ld Lap Description I Bend, ShrIComol Wcp Case Lgtn Send' Shr1ComblWcp Case I Bend!ShrlComblWcplCase Lgth ' 18044 20.0 18045 1.5 8.5"x.065" C S-Girt .53 .00 .53 .00 1 f 8.5"x.065" C S-Girt 1 .00 .00 .00 .00 1 f Secondary Design Successfully Completed Design No. 9 Plane = WR (End Wall) (Start X=501-0" Y=24'-i0" Z =3") Oty: 1 Seg Seg No. Length f End 1 Span . --Interior Span -- f End 2 Span Segment f -Actual Stress-- Ld Lap -Actual Stress- Ld 1 ---Actual Stress--- Ld Lap Description ( Send! ShrICompI Wco Case Loth ! Bend1 Shr(CombIWcp Case I Bend,ShrlCetrblWcp(Case Lgth 18046 15.2 18047 20.0 8.5"x.065" C S-Girt f .31 .00 .31 .00 1 f 8.5"x.065" C S-Girt f .53 .00 .53 .00 1 f Secondary Design Successfully Completed Design No. 10 Plane = WR (End Wall) (Start X=501-0" Y =0" Z =3'-10 3/4") Oty: 1 VP Buildings SECONDARY STRUCTURAL DESIGN DATA IPto)ect None: 4551 BURUNGTON NORTHERN) (VP Quote No.: CA99023625.002) (VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 31 of 57 150.11 (Wash & Maintenance Buildin SEtoSDARY' tRue'1titati iiiftit4nuir Si1mmia i • ' :::7(' iia 3 Q :> 18048 20.0 8.5"x.073" 2 S-Girt I .88 .00 .88 .00 1 I 18049 1.5 8.5"x.073" 2 S-Girt I .01 .00 .01 .00 1 I Secondary Design Successfully Completed Design No. 11 Plane = WR (End Wall) [Start X=50'-0" Y=24'-10" Z =3'-10 3/4") Oty: 1 I End 1 Span I --Interior Span -- I End 2 Span Seg Seg Segment I -Actual Stress-- Ld Lao I -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend( ShrjCombl Wco Case !Arm '• Bend( ShrlCorab(Wcp Case I Bend(Shr(Comb(WepJCase Lgth 18050 15.2 8.5"x.059" 2 C-Girt I .59 .36 .59 .00 1 I .44 .21 .44 .00 1 18 I' 18051 20.0 8.5"x.059" 2 C-Girt I .44 .24 .44 .00 1 18 I .75 .00 .75 .00 1 I Secondary Design Successfully Completed Design No. 12 Plane = WR (End Wall) [Start X=50'-O" Y =0" : =7'-10 3/4") Oty: 1 - I End 1 Span ;• --Interior Span - I End 2 Span Seg Seg Segaent I -Actual Stress-- Ld !ao I -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend' Shr(Combl Wco Case _:::' ' Bend' Shr(Comblucp Case 1 BendlShr1ComblucplCase Lgth 18052 20.0 8.5"x.073" 2 S-Girt .92 .00 .92 .00 1 I 18053 1.5 8.5"x.073" Z S-Girt .J1 .00 .01 .00 1 I Secondary resign Successfully Completed Design No. 13 Plane = WR (End Wall) !Start X=50'-0" " _:-'-'7" 2 =7'-10 3/4") city: 1 End 1 Span --Interior Span -- I End 2 Span ' Seg Seg Segment I -Actual Stress-- Lo _=o -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bendl ShrICombl 'Wco Case _=.. Bend( Shr1ComblWco Case I BendlShr(Comb(WcolCase Lgth 18054 15.2 8.5"x.059" Z C-Girt .61 .38 .61 .00 1 I .46 .22 .46 .00 1 18 I� 18055 20.0 8.5"x.059" 2 C-Girt I .46 .25 .46 .00 1 '3 , .78 .00 .78 .00 1 I Secondary Design Successfully Completed Design No. 14 Plane = WR (End Walt) (Start X=50'-0" " =:" _ =111-10 3/4"1 city: 1 ( End 1 Span --Interior Span -- I End 2 Span Seg Seg Segment ( -Actual Stress-- LC ..o -Actual Stress- Ld ( ---Actual Stress--- Ld Lap No. Length Description 1 Bend' ShrjCombl Wco Case _a.. 3endl Shr!Comblucp Case 1 BendlShrlComblWcpJCase Lgth 18056 20.0 8.5"x.059" Z C-Girt • .82 .47 .82 .00 1 I .59 .26 .59 .00 1 18 I 18057 20.0 8.5"x.059" Z C-Girt I .59 .41 .59 .00 1 '8 ; .61 .66 .75 1 I .51 .25 .51 .00 1 18 I 18058 20.0 8.5"x.059" Z C-Girt I .51 .26 .51 .00 1 18 I .72 .00 .72 .00 1 Secondary resign Successfully Completed Design No. 15 Plane = WR (End Wall) (Start X=S0'-0" Y =0" 2.=15'-10 3/4"] Oty: 1 End 1 Span --Interior Span -- I End 2 Span Seg Seg Segment i -Actual Stress-- Ld Lao : -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description 1 Bend( Shr1Combl Wco Case !=.^ ! 3erd( ShrlComblWco Case 1 BendiShrlComblWcpjCase Lgth 18059 20.0 8.5"x.059" Z C-Girt ( .90 .00 .90 .00 1 I .48 .28 .48 .00 1 18 II 18060 20.0 8.5"x.059" Z C-Girt I .48 .23 .48 .00 1 18 I .65 .39 .65 1 I .48 .23 .48 .00 1 18 I 18061 20.0 8.5"x.059" Z C-Girt I .48 .28 .48 .00 1 18 I .90 .00 .90 .00 1 I Secondary resign Successfully Completed Design No. 16 Plane = WR (End Wall) [Start X=50'-0" Y =0" Z =20'-10 3/4") City: 5 1.,� VP Buildings SECONDARY STRUCTURAL DESIGN DATA (Project Same: -55I BU'RLINGTON NORTHERN) (VP Quote No.: C.a99029625.002) (VP Order No.: CA9927527-00) 150.11 DATE: 10/31/99 TIME: 20:47 PAGE: 32 of 57 (Wash & Maintenance Buildina) SECONDARY SER[jGlU1i11I .DR9tiitlS::SUMMARV' •a:Ve�Oa:.1 V' >;':; ': ¢:.;; ; <?; i' I End 1 Span I --Interior Span -- I End 2 Span Seg Seg Segment I -Actual Stress-- Ld Lap I -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description 1 Bend' ShriCombl Wcp Case L9tn I Bend( ShrfCoabEWcp Case I BendlShrIComblWcplCase Lgth 18062 20.0 8.5"x.059" Z C-Girt I .99 .00 .99 .00 1 1 .52 .30 .52 .00 1 18 I 18063 20.0 8.5"x.059" 2 C-Girt I .52 .25 .52 .00 1 18 1 .71 .42 .71 1 1 .52 .25 .52 .00 1 18 1 18064 20.0 8.5"x.059" 2 C-Girt ' .52 .30 .52 .00 1 18 I .99 .00 .99 .00 1 I Secondary Design Successfully Completed Design No. 17 Plane = WR (End Wall) (Start X=50'-0" Y =0" 2=45'-10 3/4") Oty: 1 I End 1 Span I --Interior Span -- I End 2 Span Seg Seg Segment I -Actual Stress-- Ld Lao I -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend( Shr[Combl Wcp Case Lgth 13endl ShrlCoablWco Case 1 BendLShr[CombtWcp1Case Lgth 18077- 20.0 8.5"x.059" Z C-Girt I .98 .00 .98 .00 1 1 .55 .31 -.55 .00 1 18 I 18078 20.0 8.5"x.059" Z C-Girt I .55 .27 .55 .00 1 18 1 .74 .46 .74 1 I .55 .27 .55 .00 1 18 I 18079 20.0 8.5"x.059" 2 C-Girt I .55 .31 .55 .00 1 18 I .98 .00 .98 .00 1 I Secondary Design Successfully Completed Design No. 18 Plane = WR '(End Wall) [Start X=50'-0" Y=21'-6" Z =0") Oty: 1 I End 1 Span --Interior Span -- I :nd 2 Span Seg Seg Segment I -Actual Stress-- Ld _ao -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend' Shr!Co1, I Wco Case Lg:n Bend' Shr(ComblWcp Case I Bend(ShrlComblWcplCase Lgth : 18167 11.9 8.5"x.059" C Jamb .30 .00 .30 .00 1 Secondary Design Successfully Completed Design No. 19 Plane = WR (End Wall) [Start X=50'-0" Y=2V-IC)" 2 =0"1 Oty: 1 I End 1 Span j --Interior Span -- I End 2 Span Seg Seg Sequent I -Actual Stress-- Ld _ao -Actual Stress- Ld I ---Actual Stress--- Ld Lap : No. Length Description I Bend! ShrlCombl Wcp Case Lc:a ' Bend' Shr1ComblWco Case I BendlShrIComblWcp1Case Lgth 18168 11.9 8.5"x.059" C Jamb , .95 .00 .95 .00 1 1 1 Secondary Design Successfully Completed Design No. 20 Plane = WR (End Wall) (Start X=50'-0" Y =2 " -6" Z =7'-2 1/4") Oty: 1 I End 1 Span I --interior Span -- I End 2 Span Seg Seg Segment I -Actual Stress-- Ld Lao I -Actual Stress- Ld 1 ---Actual Stress--- Ld Lap No. Length Description I Bend( ShrjComoI Wco Case Lata 1 3endl Shr. amblWcp Case ! Bend1ShrlComblWcpJCase Lgth 18190 3.3 8.5"x.059" C Header 1 .02 .00 .1)2 .00 1 Secondary Design Successfully Completed Design No. 21 Plane = WF (Side Wall) [Start X =0" Y =0" Z=20'-10 3/4") Oty: 2 I I End 1 Span I --Interior Span -- I End 2 Span Seg Seg Sequent I -Actual Stress-- Ld Lap I -Actual Stress- Ld 1 ---Actual Stress--- Ld Lap ' No. Length Description I Bendl ShrlCombl Wco Case L4tn 13endl Sh 1CottblWcp Case I BendlShrlComblWcpjCase Lgth 18101 24.0 8.5"x.065" 2 C-Girt 1 .97 .00 .97 .00 1 1 .57 .09 .57 .00 1 42 II 18102 24.0 8.5"x.120" Z C-StGA4 I .54 .09 .84 .00 2 42 I .46 .00 .87 .00 2 I Secondary Design Successfully Completed Buildings SECONDARY STRUCTURAL DESIGN DATA (Project Name: 4551 BIALLNGTON NORTHERN) ivp Quote No.: CA99023625-002) (VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 33 of 57 ..,. . sketiNDARtsimicrumu STRIPM: Design No. 22 Plane = ROOF1 (Roof) (Start X =501-0" Y =28'-5 11/16" Z =511-10 1/4") Oty: 4 End 1 Span -Interior Span I End 2 Span Seg Seg Segment I -Actual Stress-- Ld Lao -Actual Stress- Ld I --Actual Stress--- Ld Lap No. Length Description I Bend'. ShrICombl Wcp Case Lgtn 1 3endl ShriCombiWcp Case I BendIShr[CombildtpiCase Lgth 18125 24.0 8.5"x.120" Z C-StPA4 1 .26 .00 .37 .00 3 I .37 .05 .37 .37 2 36 18126 24.0 8.5"x.120" Z C-StPur I .22 .03 .42 .00 3 36 .26 .00 .67 .00 3 Secondary Design Successfully Completed Design No. 23 Plane = RO0F1 (Roof) (Start X =50"0" I' =24'-2 '1/16" 2 =51,-8 1/8") Oty: 10 I End 1 Span -Interior Span I End 2 Span Seg Seg Segment I -Actual Stress-- Ld Lao -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description t Bend! ShrICombl Wcp Case LgtM 3endl ShrIComblWcp Case 1 BendiShr1ComblWcP1Case Lgth 18129 24.0 8.5"x.082" Z C-Purtn .01 .17 .70 .70 2 I .57 .15 .68 .68 2 36 I 1813024.0 8.5"x.082" 2 C-Purin I .57 .15 .68 .68 2 36 . .01 .17 .70 .70 2 I . Secondary Design Successfully Completed Design No. 24 Plane = R00F1 (Roof) (Start X =501-0 " Y =3 7'/16" 2 =501-8 1/8"] Oty: 2 End 1 Span -interior Span 1 End 2 Span Seg Seg Segment I -Actual Stress-- Ld .an -Actual Stress- Ld I ---Actual Stress--- Ld Lap No. Length Description I Bend! ShrICombl Wco Case ...;:- Eendi ShrICombiWco Case 1 fiendiShrICombiWCPICase Lgth 18153 24.0 8.5"x.120" EZ S-StPA3 .33 .00 .71 .00 5 18154 24.0 8.5"x.120" EZ S-StPur .33 .00 .76 .00 5 Secondary :esn Successfully Completed PURLIN:ANCHORAGEFORCES:::;":, •!:.. '' ... ' . .:' " .'"; : '..i' • Purtin Anchorage Calculations for Plane ROOF1 No. Purlins = 3 Roof Pitch = .042 Purtin Anchorage Force = 1.33 Kips Purtin Anchorage Resistance = 8.05 Kips Purtin Anchorage Calculations for Plane ROOF2 No. Purtins = 3 Roof Pitch = .042 Purtin Anchorage Force = 1.33 Kips Purtin Anchorage Resistance = 8.05 Kips SECONDARY STRUCTURAL DESIGNSIRINGSTABIARY . ...':',',,,,:i:..,.'1". MALL: SECONDARYSTRUCTURAL DESIGN STRING: SUMMARY ''l ..' Design No. Description Str. No. Pln Nm Plane Type Segment Grouping ----Design 1 = 8.5 Simple C---- 1 WB Sice Wall -18000-18001-18002-18003 29 WF Sice Wall -18080-18081-18082-18083 ----Design 2 = 8.5 Continuous Z---- 2 WB Sice Wall -18004-18005-18006-18007 30 WF Sice Wall -18084-18085-18086-18087 ----Design 3 = 8.5 Continuous 2---- 3 WB Sice Wall -18008-18009-18010-18011 4 WB Sice Wall -18012-18013-18014-18015 31 WF Sice Wall -18088-18089-18090-18091 32 WF Sice Wall -18092-18093-18094-18095 VP Buildings SECONDARY: ----Design 4 = 8.5 Continuous ----Design 5 = 8.5 Continuous ----Design 6 = 8.5 Continuous SECONDARY STRUCTURAL DESIGN DATA (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625.082) (VP Order No.: CA9927527-00) 150J1 DATE: 10/31/99 TIME: 20:47 PAGE: 34 of 57 (Wash & Maintenance Buildinc) 5 WB Side Walt -18016-18017-18018-18019 33 WF Side Mall -18096-18097-18098-18099 2---- 6 W8 Side Mall -18020-18021-18022-18023 10 W8 Side Wall -18036-18037-18038-18039 7 WB Side Wall 8 W8 Side Wall 9 W8 Side Wall 35 WF Side Wall 36 WF Side Watt 37 WF Side Watt -18024-18025-18026-18027 -18028-18029-18030-18031 -18032-18033-18034-18035 -18104-1810S-18106-18107 -18108-18109-18110-18111 -18112-18113-18114-18115 ----O'esign 7 = 8.5 Continuous 2---- 11 WB Side Wall -18040-18041-18042-18043 • 39 WF Side Wall -18120-18121-18122-18123 ----Design 8 = 8.5 Simple ----Design 9 = 8.5 Simple ----Design 10 = 8.5 Continuous ----Design 11 = 8.5 Continuous ----Design 12 = 8.5 Continuous ----Design 13 = 8.5 Continuous ----Design 14 = 8.5 Continuous ----Design 15 = 8.5 Continuous ----Design 16 = 8.5 Continuous ----Design 17 = 8.5 Continuous ----Design 18 = 8.5 Simple ----Design 19 = 8.5 Simple ----Design 20 = 8.5 Simple ----Design 21 = 8.5 Continuous C- -- 12 WR C---- 13 WR 2---- 14 WR Z---- 15 WR Z---- 16 WR 2---- 17 WR 2---- 18 WR Z---- 19 WR End Walt -18044-18045 End Wall -18046-18047 Era Wall -18048-18049 End Wall -18050-18051 End Walt -18052-18053 End Wall -18054-18055 End Wall -18056-18057-18058 End Wall -18059-18060-18061 20 WR End Wail-18062-18063-18064 21 WR End Wall -18065-18066-18067 22 WR End Wall-18068-18069-18070 23 WR End Wall -18071-18072-18073 24 WR End Wall-18074-18075-18076 Z---- 25 WR End Wall -18077-18078-18079 C---- 26 WR C---- 27 WR C- -- 28 WR Z---- 34 WF 38 WF End Wall -18167 End Wall -18168 End Wall -18190 Side Wall -18100-18101-18102-18103 Side Wall -18116-18117-18118-18119 2jVP Buildings SECONDARY STRUCTURAL DESIGN DATA (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625-002) (VP Order No.: CA9977527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 35 of 57 (50.11 wash & Malignance Swifts) ----Design 22 = 8.5 Continuous 2---- 40 42 53 55 ----Design 23 = 8.5. Continuous 2---- 41 43 44 45 46 49 50 51 ..52 54 ----Design 24 =; 8.5. Simple,. ROOF1 ROOF1 ROOF2 ROOF2 ROOF1 ROOF1 ROOF1 ROOF1 ROOF1 ROOF2 ROOF2 ROOF2 ROOF2 ROOF2 R00F1 ROOF2 Roof Roof Roof Roof Rcof Roof Roof Roof Roof Roof Roof Roof Roof Roof -18124-18125-18126-18127 -18132-18133-18134-18135 -18178-18179-18180-18181 -18186-18187-18188-18189 -18128-18129-18130-18131 -16136-18137-18138-18139 -18140-18141-18142-18143 -18144-18145-18146-18147 -18148-18149-18150-18151 -18160-18161-18162-18163 -18164-18165-18166-18169 -18170-18171-18172-18173 -18174-18175-18176-18177 -18182-18183-18184-18185 Roof -18152-18153-18154-18155 ' Rcof -18156-18157-18158-18159 • VP Buildings FRAMFi:V.. ATioiVikAND!T!!) Frame ID : S1 ( Stress Check Frame Type: Rigid Frame Frame Back Front Plane Grid Grid 8-FL1 A 0 PRIMARY FRAME DESIGN DATA DATE: 10/31/99 (Project Nance: 4551 BURUN.007ON NORTHERN) TIME: 20:47 (VP Quote No.: CA99028625.O ) PAGE: 36 of 57 (VP Order No.: CA9927527-00) 150,11 (Wash & Maintertartce Building) Version 3.6 ) Date:10-31-99 Time:20:35 Machine: u045 niArifftt Frame Width 58'-7 Back Girt Proj : 0'-8 1/2 Front Girt Proj . 0'-8 1/2 Total Bldg Width : 60'-0 Back Roof Pitch : .50/12 Front Roof Pitch : .50/12 Back SW Col: Tapered(Out Flg Vertical) Front SW Col: Tapered(Out Flg Vertical) Back Sidewall Ht : 50'-8 Front Sidewalt Ht : 50'-8 Distance to Ridge(from 3ack) : 30'-0 Average Bay Space = 13'-0 Beam Bolts to Back Col Top Beam Botts to Front Col Top Back Sw Col Base Elev : O'-0 Front Sw Cot Base Rev : 0'-0 FRAME CROSSSEC'1ION71 RS» > 50' .50:12 30'-0 5/16 Frame Cross Section for Plane FL1 ( 8) PROJECT: 4551 BURLINGTON NORTHERN BUILDING: Wash & Maintenance Building VP Buildings PRIMARY FRAME DESIGN DATA 1 Protect Name: (VP Quote No.: CA99028625-002) • 1551 BURLINGTON NORTHERN) DATE: 10/31/99 TIME: 20:47 PAGE: 37 of 57 • ` ""• •" `"'-•",�"'• 150.11 (Wash a Maintenance Building) F AME'ANAtYSIS<ANQ DESIGN SFiIiUMARY . DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame .trovides a clear span (no interior columns) and is designed to support the applied toads as specified. (AISC Type 1 :onstruction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting correction). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. AeAivtEr,AT»RAt.suPPo>Rr.. ..... .. . Back Sidewall Girt Spacings (Base to Eave): 1 at 0'-3 1 at 3'-7 3/4 3 at 4'-0 6 at 5'-0 1 at 4'-9 1/4 Front Sidewall Girt Spacings (Base to Eave): 1 at 0'-3 1 at 3'-7 3/4 3 at 4'-0 6 at 5'-0 1 at 4'-9 1/4 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 5/16 5 at 4'-3 2 at 3'-5 3/4 ' at 3'-3 7/16 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 5/16 5 at 4'-3 2 at 3'-5 3/4 ' at D'-3 7/16 IRRAMELOADS • •. .. Live Load : 20.00 PSF Collateral(Gravity): .00 PSF Total Dead Load : 8.59 PSF Purlins/Sheeting : 3.52 PSF Roof Snow Load : 25.00 PSF Frame Dead Load : 6.37 PSF Wind Load : 80.00 MPH( 22.59 PSF) Total Dead Load : 3.59 PSF Collateral(Uplt): .00 PSF Building Code : 97UBC Bldg Use Category : . Exposure Factor : C Seismic Zone : 3 Enclosure Factor: Partially Enclosed Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Live 2 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Alt Spn Live-R 3 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Alt Spn Live-L 4 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow 5 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Unbal Snow1-R 6 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Unbal Snowl-L 7 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 8 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 9 1.33 Y 1.00 Dead Weight + 1.00 Wind II Ridge 10 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + .71 Seismic Right Ni.,\TP Buildings PRIMARY FRAME DESIGN DATA Project Name: IVP Quote No.: (VP Order No.: 4551 BURLINGTON NORTHERN) CA99028625-0021 CA9927527-001 DATE: 10/31/99 TIME: 20:47 PAGE: 38 of 57 150.11 (Wash & Maintenance Building) FRAME1OADSi; ''''H:..."'. ...)::....':•..::". .1" - .H.:.-.- ...'.:4..:.! , . •.::...::;: ..- . ....i i:;.t.,:]... :,.. ,., ' *:!•;::.::.i.,'.:ii.:i:..ii.:..:.:-.:::.:.:•:..'i.., :: 11 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + .71 Seismic Left 12. 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Right 13 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Left 14 1.33 Y 1.00 Deed Weignt + .50 Snow + 1.00 Wind II Ridge 15 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Right 16 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Left 17 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow * .50 Wind II Ridge User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To From To Code Type Combinations S1 2004 Horz Unif .08 16.00 .01 .01 No Seismic Right 10 S1 2004 Horz Unif .08 16.00 -.01 -.01 No Seismic Left 11 S1 ..- 2005 Horz Unif 34.67 50.58 .01 .01 No Seismic Right 10 - SI 2005 Horz Unit 34.67 50.58 -.01 -.01 No Seismic Left 11 Segment Segment Segment Start X/Y End X/Y No. Length -Ft. Type Caord-Ft. Coord-Ft. 2004 50.67 Ext Colm .CO .00 .00 50.67 2005 50.67 Ext Catm 60.00 50.67 60.00 .00 FRAMRiNEEMBERS17.2.S•. ....:.:.'':. . '' MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS WIDTH THK THK End1 End2 (FT) (IBS) ;Y Fy Jt1 Jt2 REF. SHAPE 1 7.00 .2500 .1875 12.00 40.00 30.000 855.49 50.0 50.0 Base Plt Shop Sol 0 0 2 7.00 .3125 .1875 40.00 40.00 19.987 696.75 50.0 50.0 Shop Spl Knee 0 0 3 5.00 .3125 .1875 42.00 27.00 19.817 649.33 50.0 50.0 Knee Shop Sol 0 0 4 5.00 .2500 .1345 27.00 12.00 9.500 165.52 50.0 50.0 Shop Spl Bolt Plt 0 0 5 5.00 .2500 .1345 27.00 12.00 9.500 165.52 50.0 50.0 Shop Spl Bolt Plt 0 0 6 5.00 .3125 .1875 42.00 27.00 19.817 649.32 50.0 50.0 Knee Shop Spl 0 0 7 7.00 .3125 .1875 40.00 40.00 19.987 696.75 50.0 50.0 Shop Sol Knee 0 0 8 7.00 .2500 .1875 12.00 40.00 30.000 855.49 50.0 50.0 Base Plt Shop Spl 0 0 3-Plate 3-Plate 3-Plate 3-Plate 3-Plate 3-Plate 3-Plate 3-Plate FRAM BOUNDARYCONDITiONS SIJAMARri':.... ' ...r.f..i:..:.....-.f%: ':%.;..:.......: '...''':?...',...'''' .i...'0,...::::: .....),---... Mbr Jt X-Suppt Y-Suppt Montt X-Disp Y-Disp Rotatn No. No. (0=Pin,1=Fix) (in.) (in.) (rad.) 1 1 1, 1 0 .0000 .0000 .0000 8 1 1 1 0 .0000 .0000 ,0000 FRAME CLEARANCES. ' - ' .. ... ........,...: ..'............., Horizontal Clearance SW Columns : 511-11 (Clear Distance between SW Columns at Knee) Vertical Clearance at Back Haunch : 46'-7 7/16 Vertical Clearance at Front Haunch : 46'-7 7/16 Vertical Clearance at Ridge : 501-2 7/16 Vertical and horizontal clearances are based on geometry only and do not consider frame deflections. If frame deflection is critical to a clearance, consult VP Buildings for a specific recommendation. REACT1014:SUMMAIIY • •.:'.. . ' ' ' -• . -:, • ..:.D ;,..,.. ::...; ......:. • '.1 Oi:: ::'.',:::-- . .'::.-. LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 D +Cg +L 1.46 8.04 .00 AT .00 FT FROM BACK EXT COL 1 0 +Cg +L -1.46 8.04 .00 AT 57.58 FT FROM BACK VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 3551 BURLINGTON NORTHERN) CA99028625.002) C.A9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 39 of 57 [50.11 (Wash & Maintenance Building) REACTION SiINRViARY' `::....: •..• •;'<':i?;::•.: LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 2 0 +Cg +al* .43 3.35 .00 AT .00 FT FROM BACK EXT COL 2 D +Cg +al* -.43 3.35 .00 AT 57.58 FT FROM BACK EXT COL 3 D +Cg +*aL .43 3.35 .00 AT .00 FT FROM BACK EXT COL 3 D +Cg +*al -.43 3.35 .00 AT 57.58 FT FROM BACK EXT COL 4 D +Cg +S 2.57 13.12 .00 AT .00 FT FROM BACK EXT COL 4 D +Cg +S -2.57 13.12 .00 AT 57.58 FT FROM BACK EXT COL 5 0 +Cg +uS1* 2.04 9.40 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +t61* -2.04 11.95 .00 AT 57.58 FT FROM BACK EXT COL 6 0 +Cg +*uS1 2.04 11.95 .00 AT .00 FT FROM BACK EXT COL 6 D +Cg +*uS1 -2.04 9.40 .00 AT 57.58 FT FROM BACK EXT COL 7 0 +W1> -12.65 -15.78 .00 AT .00 FT FROM BACK EXT COL 7 D +W1> -6.72 1.27 .00 AT 57.58 FT FROM BACK EXT COL 8 D +<1/1 6.72 1.27 .00 AT .00 FT FROM BACK EXT COL 8 D +<W1 12.65 -15.78 .00 AT 57.58 FT FROM BACK EXT COL 9 D +WP 3.99 -2.84 .00 AT .00 FT FROM BACK EXT COL 9 D +W -3.99 -2.84 .00 AT 57.58 FT FROM BACK EXT COL 10 D +Cg +E> -.21 2.58 .00 AT .00 FT FROM BACK EXT COL 10 D +Cg +E> -1.06 ...09 .00 AT 57.58 FT FROM BACK EXT COL 11 D +Cg +<E 1.36 ..12 .00 AT .00 FT FROM BACK EXT COL 11 D +Cg +<E .20 2.61 .00 AT 57.58 FT FROM BACK EXT COL 12 0 +S +W1> -11.58 -10.89 .00 AT .00 FT FROM BACK EXT COL 12 0 +S +W1> -7.80 6.15 .00 AT 57.58 FT FROM BACK EXT COL 13 D +S +<W1 7.80 6.15 .00 AT .00 FT FROM BACK EXT COL 13 D +$ +<W1 11.58 -'0.89 .00 AT 57.58 FT FROM BACK EXT COL 14 D +S +UP 5.06 2.05 .00 AT .00 FT FROM BACK EXT COL 14 D +S +UP -5.06 2.05 .00 AT 57.58 FT FROM BACK EXT COL 15 D +Cg +S +W1> -3.97 3.55 .00 AT .00 FT FROM BACK EXT COL 15 D +Cg +S +W1> -5.72 12.08 .00 AT 57.58 FT FROM BACK EXT COL 16 D +Cg +S +<W1 5.72 12.08 .00 AT .00 FT FROM BACK EXT COL 16 D +Cg +S +<W1 3.97 3.55 .00 AT 57.58 FT FROM BACK EXT COL 17 D +Cg +S +WP ' 4.35 10.02 .00 AT .00 FT FROM BACK 1 EXT COL 17 D +Cg +S +WP -4.35 10.02 .00 AT 57.58 FT FROM BACK BASE PLATE SUNEviARY •{ SIDE BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH OW SIZE 'PATTERN EXT COL 8.00 X .3750 x 13.00 (4) 3/4 DIA. A36 0S-3 EXT COL 8.00 X .3750 X 13.00 (4) 3/4 DIA. A36 OS-3 WEB.STIFFENER: SUMMARY : :.: ... MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH :I/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S , 3 6 1 COL./HAUNCH FLG EX 1.60 41.375 I .3125 X 2.0000 BOTH STD. CK-OK 4 5 1 INTERMEDIATE SHEAR .00 26.500 197.03 3.00 79.50 1 .1875 X 2.0000 BOTH STD. CK-OK 4 5 2 INTERMEDIATE SHEAR 6.63 16.016 119.08 3.00 48.05 I .1875 X 2.0000 BOTH STD. CK-OK BOLTED CONNECTION SUMIIIARY MBR JT PLATE DATA BCLT DATA NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rcws 4-Bolt Rows 4-Bolt TYPE OUTSIDE INSIDE VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Otder No.: 4551 BURLINGTON NORTHERN) CA99023625.002) CA992 i 527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 40 of 57 0.11 'wash & Maintenance ROGTEDGONNECTIOlti9FliVOKtRIA%:::: _;": Yts:>Ital, i;.1:'... MBR JT PLATE DATA BOLT DATA NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows 4-3olt Rows 4-Bolt TYPE OUTSIDE INSIDE 2 7 2 I .5000 X 7.0 X 3'- 5 0/16 I 3/4 " DIA A325 3 NO 6 NO I EXT 2029.3 "K 3136.8 "K 3 6 1 I .5000 X 6.0 X 3'- 4 1/ 2 I 3/4 " DIA A325 3 N0 6 N0 + EXT 2029.3 "K 3136.8 "K ' 4 5 2 I .5000 X 6.0 X 1'- 1 0/16 I 3/4 " DIA A325 1 N0 2 NO I EXT 284.0 "K 380.8 "K F iirit :BRACING;LOC, T1ON. JM ARY. .. :; ;.•; :'.:: " ,•., : > . :.: ..... MBR Location 0'-3 3'-10 3/4 7'-10 3/4 11'-10 3/4 1 Flg Brc?-> not reqd not reqd not reqd not reqd MBR Location 15'-10 3/4 20'-10 3/4 25'-10 3/4 1 Flg Brc?-> FB REO0(1) not reqd not reqd . MBR Location 0'-10 3/4 5'-10 3/4 10'-10 3/4 15'-10 3/4 2 Flg Brc?-> FB REO0(1) not read not read FB REOD(1)• MBR Location 3'-1 1/8 6'-6 7/8 10'-9 7/8 15'-0 7/8 3 Flg Brc?-> not reqd FB REOD(1) not reca FB REOD(1) MBR Location 19'-3 7/8 3 Flg Brc?-> not reqd MBR Location 3'-9 8'-0 4 Flg Brc?-> FB REOD(1) FB REO1)(1) FRAME' DESIGN'MEMBER'6TJMMARY:_ j FRAME:DESIGN• 14MBER.S1i14041RYControUio Load:Case;and:MinimumCombinedStcas.tier•.Member. •; --- ACTUAL FORCES ---- I-- ACTUAL STRESSES --- I--- ALL 0 W A B L E----(STRESS CONDITIONS LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y (Axial Shear 3nd-x Bnd-yl---- STRESS or LOAD I Sum y X No.Case Depth (kips) (kips)(k-in) (kip-in)l(ksi) (ksi) (ksi) (ksi)(Axiat Shear Bnd-x Bnd-y IAx(+bnd Shear AT 25.92 FT 1 7 36.2 16.0 5.9 2794.2 .0 1.57 .38 28.28 .00 40.00 3.06 29.37 31.39 .963 .286 AT 15.90 FT 2 7 40.0 15.8 1.9 3773.1 .0 1.34 .25 29.04 .00 40.00 2.51 31.42 35.08 .924 .098 ' AT 1.60 FT 3 7 42.0 2.1 -16.0 3523.6 .0 .19 2.04 30.03 .00 40.00 2.28 31.68 39.70 .948 .895 AT 3.76 FT 4 8 21.1 .4 6.8 -854.7 .0 .07 2.42 26.00 .00 40.00 4.75 32.93 37.91 .789 .509 AT 3.76 FT 5 7 21.1 .4 -6.8 -854.7 .0 .07 2.42 26.00 .00 40.00 4.75 32.93 37.91 .789 .509 AT 1.60 FT 6 8 42.0 2.1 16.0 3523.6 .0 .19 2.04 30.03 .00 40.00 2.28 31.68 39.70 .948 .895 AT 15.90 FT 7 8 40.0 15.8 -1.9 3773.1 .0 1.34 .25 29.04 .00 40.00 2.51 31.42 35.08 .924 .098 . AT 25.92 FT 8 8 36.2 16.0 -5.9 2794.2 .0 1.57 .38 28.28 .00 40.00 3.06 29.37 31.39 .963 .286 Location Depth Area Rx Ry Lx Ly-1 Ly-2 KLx KLy1 <Ly2 Sx Lb-1 Rt-1 Lb-2 Rt-2 Os 0a Cb1 Cb2 Mn Dist (In) (In2) (In) (In) (1n) (In) (In) /Rx /Rv /Ry (In3) (In) (In) (In) (In) 1 25.92 36.17 10.19 13.43 1.19 559.7 60.0 60.0 62.5 50.7 50.7 98.80 60.0 1.60 60.0 1.60 .78 1.00 1.07 1.05 2 15.90 40.00 11.76 15.09 1.23 559.7 60.0 8.7 55.6 48.6 7.1 129.92 60.0 1.64 8.7 1.63 .88 1.00 1.02 1.00 3 1.60 42.00 10.88 15.05 .77 313.7 38.6 40.5 20.8 49.9 52.3 117.35 38.6 1.08 40.5 1.08 .99 1.00 1.03 1.09 4 3.76 21.05 5.26 8.36 1.00 313.7 51.1 51.1 37.5 51.» 51.4 32.88 102.1 1.27 51.1 1.26 .95 1.00 1.23 1.26 5 3.76 21.05 5.26 8.36 1.00 313.7 51.1 51.1 37.5 51.4 51.4 32.88 102.1 1.27 51.1 1.26 .95 1.00 1.23 1.26 6 1.60 42.00 10.88 15.05 .77 313.7 38.6 40.5 20.8 49.9 52.3 117.35 38.6 1.08 40.5 1.08 .99 1.00 1.03 1.09 7 15.90 40.00 11.76 15.09 1.23 559.7 60.0 8.7 55.6 48.6 7.1 129.92 60.0 1.64 8.7 1.63 .88 1.00 1.02 1.00 8 25.92 36.17 10.19 13.43 1.19 559.7 60.0 60.0 62.5 50.7 50.7 98.80 60.0 1.60 60.0 1.60 .78 1.00 1.07 1.05 .. dIAX1RIUiVi. FOUNDATION LOADS Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Clk) Back Sidewalt Col. 12.7* 7.8* 13.1 15.8* .0 Front Sidewalt Col. 12.7 7.8* 13.1 15.8 .0 PRIMARY FRAME DESIGN DATA (Project Name:. 4551 BURIINGTON NORTHERN) (VP Quote No.: CA99(128625-0I2) (VP Order No.: CA9927527-00) C. Load Case indicates Stress Increase = 1.33) DATE: 10/31/99 TIME: 20:47 PAGE: 41 of 57 [50.1] (Wash do Maintenance Building) Version 3.6 .......:... v. .. ........v........ ............: : ��.; :.. ...:: �:>. �.:.::.::::<'':.:5:1':l':i':.i:u: y:n•t;..: :.. :: v� : •.:Si:;:jii::iv `+: �!:!+'j�:: ..�.. .. .:: :.:.:. .vr v.. .: .:Jv`:$ .. .<::> v.St:..::.:n•..vv........ ... ....:4.n...:......... .:.. .:. .. ...:•. ••:k•.... Y. ..A...:'.+.\��'iiiii+•}:i[i:;;iv:i:ti`:::i•i9. .n.\+. •:4:n,4,•r.:... CY.. 0.q ..: },.::.v.� :. v.:: ....:. ..!t!4�.♦ � .c:{v. .y.r...v, S.}:.v: :V.w!:!!•!•: ?::..:!:: i+ : • r... . 'v Y.•:vv:.i?i.vv?: i:n ....... ......... . •vr::;:'.:: h; :?•.v'i•}::: `::.: T :' \Y)!T"' :.\.. .;A:; •!�.,�i; 1. rvJ•};.Y.�+� t 5.. .. :.....,A ....:. .....:. is •n..:...v:na:... ..... ... .... .. :. ..:. .. .. ....... s. .. r. .1�'}"y'ii1.': .,....::n ..:.ii:v::!':?.'.�:..;: n,::; :: :....: .. .... :..: .: .:::: ..... <:,A,...: .+5.. .. T. ...4::f.:: n•: i:1,.: Y.?v v!?:•�vti•:i: �t . <---. Base Plate Data ---> <--- Anchor Bolt Data --->• Width Length Numb. Dia. Tyne Back Sidewall Col. Front Sidewall Col. Mv71VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4551 BURLINGTON NORTHERN) (VP Quote No.: CA99028625.002) (VP Order No.: CA9927527-00) DATE: 10/31/99 TIME: 20:47 PAGE: 42 of 57 150.11 (Wash & Maintenance Building) Frame ID Frame Type: S1 ( Stress Check Version 3.6 ) Rigid Frame Date:10-31-99 Time:20:35 Machine: u045 Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind II Ridge 4 .1.00 N .60 Seismic Right 5 1.00 N .60 Seismic Left RANEE DE LECTlt11!t' Member Joint Max Hor Deft = 7.70" ( H/75 ) 2 2 Max Vert Deft = 1.32" ( L/501 ) 5 1 * Negative Hor Defl is left * Negative Vert Deft is down Load Case 1 1 Lateral deflections of primary frames are calculated on a bare 'rame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore, these aeflections may be considerably overstated. 'VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4551 BURL1NG7ON NORTHERN) (VP Quote No.: CA99028625-0021 (VP Order No.: CA9927527-00) DATE: 10/31/99 TJME: 20:47 PAGE: 43 of 57 IS m1 Frame ID : S2 ( Stress Check Frame Type: Rigid Frame Frame Back Front Plane Grid Grid 9-FL2 A 0 Version 3.6 ) Oate:10-31-99 Tine:20:35 Machine: u065 Frame Width 58'-7 Back Girt Proj : 0'-8 1/2 Front Girt Proj : 0'-8 1/2 Total Bldg Width : 60'-0 Back Roof Pitch : .50/12 Front Roof Pitch : .50/12 Back Sidewall Ht : 50'-8 Back Sw Col Base Elev : 0'-0 Front Sidewall Ht : 50'-8 Front Sw Col Base Elev : 0'-0 Distance to Ridge(from 3ack) : 30'-0 Average Bay Space = 24'-0 Back SW Col: Tapered(Out Fig Vertical) Beam Bolts to 3acx Col Top Front SW Col: Tapered(Out Flg Vertical) Beam Botts :o :-:r::ol Top .44totokgisE. In .50:12 30'-0 5/16 .50:12 30'-0 5/16 7 6 r T u' 0 Frame Cross Section for Plane FL2 ( 9) PROJECT: 4551 BURLINGTON NORTHERN 3t;I:DING: Wash & Maintenance Building 14107FVP Buildings PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4551 BURLINGTON NORTHERN) CA99028625-002) CA9927527-00) DATE: 10/31/9! TIME: 20:47 PAGE: 44 of 57 150.11 (Wash & Maintenance Building) PR:IMF''ANAL'XS15:AND D%SI&t 57IkL4RY . •::::. ...: ::..:. ...... . DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, sparring from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned corrected (free to rotate) at their base correction to the foundation. DESIGN: • RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be -of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. - .:; • hiAnMrvaTERAL surpoRT.::'•.:.. ; ' � :<::: ;: .... .. . Back Sidewatt Girt Spacings (Base to Eave): 1 at 0'-3 1 at 3'-7 3/4 3 at 4'-0' 6 at 5'-0 1 at 4'-9 1/4 Front Sidewall Girt Spacings (Base to Eave): 1 at 0'-3 1 at 3'-7 3/4 3 at 4'-0 6 at 5'-0 1 at 4'-9 1/4 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 5/16 5 at 4'-3 2 at 3'-5 3/4 1 at 0'-3 7/16 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 5/16 5 at 4'-3 2 at 3'-5 3/4 1 at 0'-3 7/16 FRAME LOADS. . Live Load : 20.00 PSF Coltateral(Gravity): .00 PSF Total Dead Load : 7.98 PSF Purtins/Sheeting : 3.14 PSF Roof Snow Load : 25.00 PSF Frame Dead Load : 4.34 PSF Wind Load : 80.00 MPH( 22.59 PSF) Total Dead Load : 7.98 PSF Collateral(Uplt): .00 PSF Building Code : 97UBC Bldg Use Category : 4 Exposure Factor : C Seismic Zone : 3 Enclosure Factor: Partially Enclosed Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav • 1.00 Live 2 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Alt Spn Live-R 3 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Alt Spn Live-L 4 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow 5 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Unbal Snow1-R 6 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Unbal Snow1-L 7 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 8 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 9 1.33 Y 1.00 Dead Weight + 1.00 Wind JJ Ridge 10 1.33 Y 1.00 Dead Weight + 1.00 Collet Grav + .71 Seismic Right Iv.IVP Buildings PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4551 RURLLNGTON NORTHERN) CA99028625-002) CA99275274)0) DATE: 10/31/99 TIME: 20:47 PAGE: 45 of 57 150,11 (Wash & Maintenance Building) BRAItitE:I:o46,4' 11 1.33 Y 1.00 Dead Weight + 1.00 Collat Gray + .71 Seismic Left 12 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Right 13 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Left 14 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind II Ridge 15 1.33 Y 1.00 Dead Weight + 1.00 Collat :,rav + 1.00 Snow + .50 Wind 1 Right 16 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Left 17 1.33 Y 1.00 Dead Weight + 1.00 Collat Gray + 1.00 Snow + .50 Wind () Ridge User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To From To Code Type Combinations S2 2000 Horz Unif .08 16.00 .02 .02 No Seismic Right 10 S2 2000 Harz Unif .08 16.00 -.02 -.:2 No Seismic Left 11 S2 : 2001 Horz Unif 34.67 50.58 .02 .C2 No Seismic Right 10 - S2 2001 Horz Unif 34.67 50.58 -.02 .Z_ No Seismic Left 11 Segment Segment Segment Star: (/Y End X/Y No. Length -Ft. Type Coor:-=:. Coord-Ft. 2000 50.67 Ext Colm .:0 .00 .00 50.67 2001 50.67 Ext Colm 60.:C 50.67 60.00 .00 FRAME MEMBER:SIZES ::: ' MEM FLANGE WEB DEPTHS LENGTH WEIGHT ':?VG? WEB SPLICE CODES THICKNESS WIDTH THK THK End1 End2 (FT) (LBS) - Fy Jt1 Jt2 REF. SHAPE 1 7.00 .3750 .3125 12.00 46.00 30.000 1462.26 -...: 50.0 Base Plt Shop Spl 0 0 2 7.00 .3750 .2500 46.00 46.00 19.987 978.51 ._.: 50.0 Shop Spl Knee 0 0 3 6.00 .5000 .1875 42.00 34.00 14.317 618.01 --.- 50.0 Knee Shop Spl 0 0 4 6.00 .3125 .1644 34.00 22.00 15.000 425.36 50.- 50.0 Shop Spl Bolt Plt 0 0 5 6.00 .3125 .1644 34.00 22.00 15.000 425.36 5:.: 50.0 Shop Spl Bolt Plt 0 0 6 6.00 .5000 .1875 42.00 34.00 14.317 618.01 52.: 50.0 Knee Shop Spl 0 0 7 7.00 .3750 .2500 46.00 46.00 19.987 978.50 5.2.., 50.0 Shop Spl Knee 0 0 8 7.00 .3750 .3125 12.00 46.00 30.000 1462.27 -...- 50.0 Base Plt Shop Spl 0 0 3-Plate 3-Plate 3-Plate 3-Plate 3-Plate 3-Plate 3-Plate 3-Plate FRAME BOvNDARY;CONDITIONS•SIIMI 1ARY .. :. Mbr Jt X-Suppt Y-Suppt Momnt X-Disp Y-Disp 2otatn No. No. (0=Pin,1=Fix) (in.) (in.) (rad.) 1 1 1 1 0 .0000 .0000 .3000 8 1 1 1 0 .0000 .0000 .0000 FRAME CLEARANCES,::.. ; :..:: , ':..: . Horizontal Clearance SW Columns : 50'-11 (Clear :'s:once between SW Columns at Knee) Vertical Clearance at Back Haunch : 46'-7 11/16 Vertical Clearance at Front Haunch : 46'-7 11/16 Vertical Clearance at Ridge : 49'-4 7/16 Vertical and horizontal clearances are based on geometry on;•/ and do not consider frame deflections. If frame deflection is critical to a clearance, consult VP ?L:':pings for a specific recommendation. REACTION. SUMMARY. ' ...; : . LO CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 1 D +Cg +L 2.48 14.39 .00 AT .00 FT FROM BACK EXT COL 1 D +Cg +L -2.48 14.39 .00 AT 57.58 FT FROM BACK VP Buildings PRIMARY FRAIMIE DESIGN DATA (Project Name: (VP Quote No.: 4551 BURLINGTON NORTHERN) CA99028625-002) DATE: 10/31/99 TIME: 20:47 PAGE: 46 of 57 %•U JIUC...o.. 1.f177cIdL11Alf 150,11 (Wash&MaintenanceBmlding) REAG'TTON SUMMARY::. :. Venire LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT LOCATION (kips) (kips) (in -kips) EXT COL 2 D +Cg +aL* .74 5.75 .00 AT .00 FT FROM BACK EXT COL 2 D +Cg +aL* -.74 5.75 .00 AT 57.58 FT FROM BACK EXT COL 3 D +Cg +*aL .74 5.75 .00 AT .00 FT FROM BACK EXT COL 3 D +Cg +*aL -.74 5.75 .00 AT 57.58 FT FROM BACK EXT COL 4 D +Cg +S 5.27 28.25 .00 AT .00 FT FROM BACK EXT COL 4 D +Cg +S -5.27 28.25 .00 AT 57.58 FT FROM BACK EXT COL 5 D +Cg +uS1* 4.14 19.69 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +uS1* -4.14 25.55 .00 AT 57.58 FT FROM BACK EXT COL 6 D +Cg +*uS1 4.14 25.55 .00 AT .00 FT FROM BACK EXT COL 6 0 +Cg +*uS1 -4.14 19.69 .00 AT 57.58 FT FROM BACK EXT COL 7 D +W1> -22.98 -29.50 .00 AT .00 FT FROM BACK EXT COL 7 D +W1> -12.74 1.93 .00 AT 57.58 FT FROM BACK EXT COL 8 D +<W1 12.74 1.93 .00 AT .00 FT FROM BACK EXT COL 8 D +<W1 22.98 -29.50 .00 AT 57.58 FT FROM BACK EXT COL 9 D +WP 7.32 -5.65 .00 AT .00 FT FROM BACK EXT COL 9 D +WP -7.32 -5.64 .00 AT 57.58 FT FROM BACK EXT COL 10 D +Cg +E>. -.45 =.33 .00 AT .00 FT FROM BACK EXT COL 10 D +Cg +E> -1.91 7.12 .00 AT 57.58 FT FROM BACK EXT COL 11 D +Cg +<E 1.92 7.16 .00 AT .00 FT FROM BACK EXT COL 11 D +Cg +<E .44 ...38 .00 AT 57.58 FT FROM BACK EXT COL 12 D +S +W1> -20.71 -'8.25 .00 AT .00 FT FROM BACK EXT COL 12 D +S +W1> -15.01 13.18 .00 AT 57.58 FT FROM BACK EXT COL 13 D +S +<W1 15.01 '3.18 .00 AT .00 FT FROM BACK EXT COL 13 D +S +<W1 20.71 -18.25 .00 AT 57.58 FT FROM BACK EXT COL 14 D +S +WP 9.59 5.60 .00 AT .00 FT FROM BACK EXT COL 14 D +S +WP -9.59 5.61 .00 AT 57.58 FT FROM BACK EXT COL 15 D +Cg +S +W1> -6.59 :0.63 .00 AT .00 FT FROM BACK EXT COL 15 D +Cg +S +W1> -11.27 26.34 .00 AT 57.58 FT FROM BACK EXT COL 16 D +Cg +S +<W1 11.27 26.34 .00 AT .00 FT FROM BACK EXT COL 16 D +Cg +S +<W1 6.59 10.63 .00 AT 57.58 FT FROM BACK EXT COL 17 D +Cg +S +WP 8.56 22.55 .00 AT .00 FT FROM BACK EXT COL 17 D +Cg +S +WP -8.56 22.55 .00 AT 57.58 FT FROM BACK BASE PLATE SUMMARY... .:. SIDE BASE PLATE DATA---- ---ANCHOR BOLT DATA---- WELDING WIDTH x THK x LENGTH 7TY SIZE PATTERN EXT COL 10.00 X .6250 X 13.00 (4) 1 1/4 DIA. A36 0S-4 EXT COL 10.00 X .6250 X 13.00 (4) 1 1/4 DIA. A36 OS-4 1VEBS')'IFFENER:SUh�WtY .: ... '. ..:.; ,.... :;.>..:: >: MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A STIFFENER SIZE SIDES WELDING NUMBER (FT.) (IN.) RATIO RATIO (IN.) THKNS x WIDTH L - S 3 6 1 DIAGONAL KNEE STF. (ALT: WEB THKNS W/0 STIFF = .2500) 1 .3750 X 2.0000 BOTH 3 6 2 COL./HAUNCH FLG EX 1.85 41.000 .3750 X 2.5000 BOTH STD. CK-OK 3 6 3 INTERMEDIATE SHEAR 10.52 34.474 183.86 3.00 103.42 .1875 X 2.0000 BOTH STD. CK-OK 4 5 1 INTERMEDIATE SHEAR 5.38 29.052 176.71 3.00 87.16 .1875 X 2.0000 BOTH 2.0 - 4.6 4 5 2 INTERMEDIATE SHEAR 12.29 23.498 142.93 3.00 70.49 .1875 X 2.0000 BOTH 2.0 - 4.6 f MVP Buildings PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4551 BURLINGTON NORTHERN) CA99028625-002) C.-1992;5274)0) DATE: 10/31/99 TIME: 20:47 PAGE: 47 of 57 I50.11 (Wash & Maintenance Building) MBR JT PLATE DATA BOLT DATA NO. NO. THK x WIDTH x LENGTH BOLT OUTSIDE INSIDE CONNECTION CAPACITY SIZE Rows .-Bolt Rows 4-Bolt TYPE OUTSIDE INSIDE 2 7 2 I .6250 X 7.0 X 3'-11 0/16 I 3/4 " DIA A325 6 NO 7 NO I EXT 5286.4 "K 5882.8 "K 3 6 1 I .6250 X 6.0 X 3'-10 1/ 2 j 3/4 " DIA A325 6 NO 7 N0 I EXT 5286.4 "K 5882.8 "K 4 5 2 I .5000 X 6.0 X 1'-11 0/16 I 3/4 " DIA A325 2 N0 4 NO I EXT 866.6 "K 1225.4 "K titA iGE>BRACTNG LOCATlONESUMMAR MBR Location 0'-3 3'-10 3/4 7'-10 3/4 11'-10 3/4 1 Flg Brc?-> not reqd not reqd not read not read MBR Location 15'-10 3/4 20'-10 3/4 25'-10 3/4 1 Flg Brc?-> FB RE00(1) not reqd not reca MBR Location 0'-10 3/4 5'-10 3/4 10'-10 3/4 15'-10 3/4 .2 Flg Brc?-> FB REOD(1) not reqd FB 2ECD(:) FB REOD(2) MBR Location 3'-1 1/8 6'-6 7/8 10'-9 7/8 3 Flg Brc?-> not reqd FB REOO(2) not -eca MBR Location 0'-9 1/8 5'-0 9'-3 'IS 13'-6 1/8 4 Flg Brc?-> FB REOD(1) not reqd F3 RECD(') F8 REOD(1) F AtiaDES1GN IE:mBEiS iMMARY FRAME DESIGN'N1EMlER'SIIh111fARY`CootroUin2 Load.Case and MEuinutm Cambined:Slrasver.Member., ,J --- ACTUAL FORCES ---- j-- SCT::ALSTRESSES --- j--- ALL 0 W A d L E----)STRESS CONDITIONS • LOCATION Mbr Ld AxiaL Shear Mmt-X Mmt-Y lAxia: rear 3nd-x Bnd-yI---- STRESS or LOAD Sun Y X No.Case Depth (kips) (kips)(k-in) (kio-in)I(ks'.) :cs') Cksi) (ksi)IAxial Shear 8nd-x Bnd-y Axl+bndl Shear AT 25.92 FT 1 13 41.3 -13.5 -7.4-3379.1 .0 .75 .57 18.16 .00 30.61 6.57 20.71 39.30 .896 .087 AT 15.90 FT 2 7 46.0 29.5 3.1 6669.8 .0 1.78 .27 33.80 .00 40.00 3.38 35.08 38.32 .964 .079 AT 1.85 FT 3 7 42.0 3.3 -29.4 6116.8 .0 .2.. 3.73 35.09 .00 40.00 8.02 35.90 50.00 .977 .465 AT .75 FT 4 8 33.4 .8 8.0 -2831.9 .0 .29 '.-5 32.68 .00 40.00 2.79 32.04 37.63 1.020 .521 AT .75 FT 5 7 33.4 .8 -8.0 -2831.9 .0 .29 '.=5 32.68 .00 40.00 2.79 32.04 37.63 1.020 .521 AT 1.85 FT 6 8 42.0 3.3 29.4 6116.9 .0 .2. 3.73 35.09 .00 40.00 8.02 35.90 50.00 .977 .465 AT 15.90 FT 7 8 46.0 29.5 -3.1 6669.9 .0 1.-8 .27 33.80 .00 40.00 3.38 35.08 38.32 .964 .079 AT 25.92 FT 8 12 41.3 -13.5 7.4-3379.1 .0 .73 .57 18.16 .00 30.61 6.57 20.71 39.30 .896 .087 Location Depth Area Rx Ry Lx Ly-1 Ly-2 Klx <:vt (Ly2 Sx Lb-1 Rt-1 Lb-2 Rt-2 Os Oa Cb1 Cb2 Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx •Qv ,Ry (In3) (In) (In) (In) (In) 1 25.92 41.35 17.94 14.83 1.10 560.1 60.1 56.6 5.:.3 186.04 180.2 1.56 .98 1.00 1.22 2 15.90 46.00 16.56 16.78 1.14 560.1 60.0 9.0 50.1 52.7 7.9 197.32 60.0 1.56 9.0 1.56 .96 1.00 1.02 1.00 3 1.85 42.00 13.69 16.35 1.15 307.2 41.5 34.5 18.3 76.2 30.1 174.30 41.5 1.48 34.5 1.47 1.00 1.00 1.04 1.08 4 .75 33.40 9.14 12.85 1.11 307.2 51.0 51.0 23.9 -6.0 .6.0 86.65 102.1 1.45 102.1 1.45 .94 1.00 1.09 1.21 5 .75 33.40 9.14 12.85 1.11 307.2 51.0 51.0 23.9 _6.2 .6.0 86.65 102.1 1.45 102.1 1.45 .94 1.00 1.09 1.21 6 1.85 42.00 13.69 16.35 1.15 307.2 41.5 34.5 18.8 36.2 30.1 174.30 41.5 1.48 34.5 1.47 1.00 1.00 1.04 1.08 7 15.90 46.00 16.56 16.78 1.14 560.1 60.0 9.0 50.1 52.7 7.9 197.32 60.0 1.56 9.0 1.56 .96 1.00 1.02 1.00 8 25.92 41.35 17.94 14.83 1.10 560.1 60.1 56.6 5...3 186.03 180.2 1.56 .98 1.00 1.22 MA1 1 fUM: FOUNDATION) LOADS• Colu n Horz. Horz. Vert. Vert. Moment Description In Out Down Uolift ,..r-:lk) Back Sidewall Col. 23.0* 15.0 28.2 29.5* .0 Front Sidewall Col. 23.0* 15.0* 28.2 29.5 .0 N/P1 VP Buildings PRIMARY FRAME. DESIGN DATA (Project Name: 4551 BURLINGTON NORTIIERN) (VP Quote No.: C.499028625-002) . (VP Older No.: CA99275274)0) (" Load Case indicates Stress increase = 1.33) Column Description Back Sidewall Col. 10" x 13" Front Sidewall Cola 10" x 13" DATE: 10/31/99 TIME: 20:47 PAGE: 48 of 57 (50,1) (Wash do Maintenance Building), Versie. 3.6 .... .v5 n.....n.... - ...v n:: �x.•:.. .:. :.'..ie::v:}N:v:;.)::v??::.i:.:':•:?:'isii'::i.v:}}'ii{.i?"?i:::;?.iC}!!L.F :i}:i:':r:}i::}:+: j:::' «v.:^:::.vN:tv\v.`::•;:.{+.v,�........:!•':n; :: :: :: ...n...: ........... .: �. ... ..... v..:.v:.:.:<.. ♦+:..h.:)?:::?�:::vtv...:::::..:•:...v.:::\v.-�:•.:n••..... •.v...........+..n....... ..... ..:::f ..�} ) v ..n..m .... n�...... ......:.........:.. \....... nv .....: � '::•'C).?. �::•}::i;vi}i'<::v::..:::+.:vv:i'?:i:: �: n.;Si ,::::.}v}}'•}':" ��)�i%}�•:1 0}.v!}.4.�,v,}.tiY;.+'\,:X:r::.:vr:x::::.y^:�[):;y}:.:..::.... •... n.::.. :.:....; .....; �}+v: ..:,.....:^.. .. .. : ... .......... ... :: �.:.?': •..: •:... .... .. .. .. ..... .... ..... ... <--- Base Plate Data ---> Width Length <--- Anchor Bolt Data ---> Numb. Dia. Type (4) 1 1/4 A36 (4) 1 1/4 'A36 VP Buildings PRIMARY FRAME. DESIGN DATA (Project Nude: 4551 BURLINGTON NORTHERN) (VP Qum No.: CA99023625-002) (VP Order No.: CA9927527-001 DATE: 10/31/99 TIME: • 20:47 • PAGE: 49 of 57 • • 150.11 (Wash do Makmenancs Building) Frame ID : S2 ( Stress Check Frame Type: Rigid Frame Version 3.6 ) Date:10-31-99 Time:20:36 Machine: u065 sDEftEGTI .... Or Load Stress Design Case Factor Case Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind (I Ridge 4 1.00 N .60 Seismic Right 5 1.00 N .60 Seismic Left • Load Member Joint Case Max Hor Defl = 7.89" ( H/73 ) 2 2 1 Max Vert Deft = 1.13" ( L/579 ) 3 2 2 * Negative Hor Defl is (eft * Negative Vert Defl is down Lateral deflections. of primary frames are calculated on a bare 'ram oasis and do not include the. resistance from .systems such as roof and endwall diaphragms. Therefore, these :efections may be considerably overstated. MVP Buildings AT ON A PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Older No.: 4551 BURLINGTON NORTHERN) CA99028625-002) CA9927527-00) f50,1.1 DATE: 10/31/99 TIME: 17:35 PAGE: SO of 57 (Wash & Maii tnance Building) Frame ID : S3 ( Stress Check Frame Type: Continuous Beam Frame Back Front Plane Grid Grid 10-FL3 A D Version 3.6 ) ( 2 Interior Columns ) Date:10-31-99 Time:17:29 Machine: u045 FltAt tE'.GEO fl Frame Width 58'-7 Back Girt Proj : 0'-8 1/2 Front Girt Proj : 0'-8 1/2 Total Bldg Width : 60'-0 Back Roof Pitch : .50/12 Front Roof Pitch : .50/12 Back Sidewalk Ht : 50'-8 Front Sidewalk lit : 50'-8 Distance to Ridge(from Sack) : 30'-0 Average Bay Space = 131-0 Back SW Col: Tapered(Out Flg Vertical) Beam Bolts to Bacx Col Top Front SW Col: Tapered(Out Flg Vertical) Beam Bolts to Front Col Top Interior Column Spaces(Left to Right) 3 at 20'-0 Back Sw Col Base Elev : 0'-0 Front Sw Cot Base Elev : 0'-0 FRAME '''. . .50:12 .50:12 1/ C'-: 1/ 3'-"--20.-0 3/16--•� 7 B 4 5 ti /' " ,t 3 n to Frame Cross Section for Plane FL3 (10) PROJECT: 4551 BURLINGTON NORTHERN BUILDING: Wash & Maintenance Building - TAPER/ZED WEB FIZ"e/0 of GOLUll9N DEPTH. BASF ft T D 2 4 30 '— 5.e,a P. 5S %,z 844SZ . vpiVP Buildings PRIMARY FRAME DESIGN DATA (Project Name: 4551 BURLINGT'ON NORTHERN) (VP Quote No.: CA99023625.002) DATE: 10/31/99 TIME: 17:35 PAGE: 51 of 57 ( v r urger vo.: r.AYr:.3srw► [50,11 (Wash & Maimenance Building) FRA1fiE4NrtiY315:A1D:D696i'E•SEilwNitRY;'.: '•' • . : .:::, :' ' . `:: M._ DESCRIPTION: VP Buildings CONTINUOUS BEAM Frames (Type "CB")are solid -web `raining consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the apptieo loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member, spanning from building eave to building eave, rigidly attached :o the sidewall columns and typically pin -connected (free to rotate) to one or more interior columns. The Exterior Columns and Interior Columns are typically pin -connected (free to rotate) at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC "Soecification for Structural Steel Buildings", 9th Edition. MATER4AL: . Structural steel plate, bar, and/or sheet intended for use in ::NTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Back Sidewall Girt Spacings (Base to Eave): 1 at 0'-3 1 at 3'-7 3/4 3 at 4'-0 - a: 5'-0 1 at 4'-9 1/4 Front Sidewall Girt Spacings (Base to Eave): 1 at 0'-3 1 at 3'-7 3/4 3 at 4'-0 6 a: 5'-0 1 at 4'-9 1/4 Interior Column Girt Spacings (Base to Rafter): 1 at 15'-10 3/4 6 at 5'-0 1 at 5'-7 1/4 Interior Column Girt Spacings (Base to Rafter): 1 at 15'-10 3/4 6 at 5'-0 1 at 5'-7 1/4 Rafter Purlin Spacings (Ridge to Back Eave): 1 at 1'-6 5/16 5 at 4'-3 2 at 3'-5 3/4 ' a: 3'-3 7/16 Rafter Purlin Spacings (Ridge to Front Eave): 1 at 1'-6 5/16 5 at 4'-3 2 at 3'-5 3/4 ' a: 7'-3 7/16 •;: FRAME LOADS,' : :..... .:: :: .: ::.� ... .. .. Live Load : 20.00 PSF Coltateral(Gravity): .JO PSF j Total Dead Load : 12.03 PSF Purlins/Sheeting : 2.52 PSF Roof Snow Load : 25.00 PSF Frame Dead Load : 9.31 PSF . Wind Load : 80.00 MPH( 22.59 PSF) Total Dead Load : 72.73 PSF Collateral(Uptt): .00 PSF Building Code : 97UBC Bldg Use Category : 4 Exposure Factor : C Seismic Zone : 3 1 Enclosure Factor: Partially Enclosed i r Load Stress Design Case Factor Case Load Combinations 1 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Live 2 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav • 1.00 Alt Spn Live-R 3 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav • 1.00 Alt Spn Live-L 4 1.00 Y 1.00 Dead Weight + 1.00 Collet Grav + 1.00 Snow v7IVP Buildings PRIMARY FRAME DESIGN DATA tPrmect Name: (VP Quote No.: (VP Order No.: 4551 BURLINGTON NORTHERN) C.A99028625-002) C A9927527.00) DATE: 10/31/99 TThIE: 17:35 PAGE: 52 of 57 150,11 (Wash & Maintenance Building) 5 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Unbal Snowl-R 6 1.00 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Unbal Snow1-L 7 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Right 8 1.33 Y 1.00 Dead Weight + 1.00 Wind 1 Left 9 1.33 Y 1.00 Dead Weight + 1.00 Wind II Ridge 10 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + .71 Seismic Right. 11 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + .71 Seismic Left 12 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Right 13 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind 1 Left 14 1.33 Y 1.00 Dead Weight + .50 Snow + 1.00 Wind II Ridge 15 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Right 16 1.33 Y 1.00 Dead Weignt + 1.00 Collat Grav + 1.00 Snow + .50 Wind 1 Left 17 1.33 Y 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Snow + .50 Wind If Ridge User Defined Distributed Loads Frame Segment Load Load Dist -Ft. Load Mag-K/Ft Support Load Loading ID No. Category From To From To Code Type Coebinations S3 2008 Horz Unif .08 16.00 .01 .01 No Seismic Rignt 10 S3 2008 Horz Unif .08 16.00 -.01 -.01 No Seismic Left 11 S3 2011 Horz Unif 34.67 50.58 .01 .01 No Seismic Right 10 S3 2011 Horz Unif 34.67 50.58 -.01 -.01 No Seismic Left 11 S3 2009 Horz Unif .08 16.30 .02 .02 No Seismic Right 10 S3 2009 Horz Unif .08 16.00 -.02 -.02 No Seismic Left 11 S3 2009 Horz Unif .08 50.67 -.24 -.24 No Wind (I Ridge 9,14,17 S3 2009 Horz Unif 50.67 51.50 -.24 -.24 No Wind ll Ridge 9,14,17 . S3 2010 Horz Unif .08 16.00 .02 .02 No Seismic Right 10 S3 2010 Horz Unif .08 16.00 -.02 -.02 No Seismic Left 11 S3 2010 Horz Unif .08 50.67 -.24 -.24 No Wind II Ridge 9,14,17 S3 2010 Horz Unif 50.67 51.50 -.24 -.24 No Wind II Ridge 9,14,17 Segment Segment Segment Star: X/Y End X/Y No. Length -Ft. Type Coora-:t. Coord-Ft. 2008 50.67 Ext Colm .00 .00 .00 50.67 2011 50.67 Ext Colm 60.00 50.67 60.00 .00 2009 51.50 Int Colm 20.00 .00 20.00 51.50 2010 51.50 Int Colm 40.00 .00 40.00 51.50 FRANI:.N1E1mmER:S12ES:.: ; .: .,...: . MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS SHAPE WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. 1 7.00 .2500 .1875 12.00 38.00 30.000 836.27 50.0 50.0 Base Plt Shop Spl 0 0 3-Plate 2 7.00 .2500 .1875 38.00 38.00 19.987 648.53 50.0 50.0 Shop Spl Knee 0 0 3-Plate 3 5.00 .3125 .1875 31.00 31.00 9.433 273.72 50.0 50.0 Knee Bolt Plt 0 0 3-Plate 4 5.00 .1875 .1875 31.00 31.00 10.769 281.70 50.0 50.0 Bolt Ptt Shop Spt 0 0 3-Plate 5 5.00 .1875 .1875 31.00 9.00 9.115 174.65 50.0 50.0 Shop Spl Bolt Plt 0 0 3-Plate 6 5.00 .1875 .1875 31.00 9.00 9.115 174.65 50.0 50.0 Shop Spl Bolt Plt 0 0 3-Plate 7 5.00 .1875 .1875 31.00 31.00 10.769 281.69 50.0 50.0 Bolt Plt Shop Spl 0 0 3-Plate 8 5.00 .3125 .1875 31.00 31.00 9.433 273.72 50.0 50.0 Knee Bolt Plt 0 0 3-Plate 9 7.00 .2500 .1875 38.00 38.00 19.987 648.52 50.0 50.0 Shop Spt Knee 0 0 3-Plate 10 7.00 .2500 .1875 12.00 38.00 30.000 836.28 50.0 50.0 Base Plt Shop Spl 0 0 3-Plate 11 8.00 .3750 .1875 12.00 24.00 30.000 842.19 50.0 50.0 Base Plt Shop Spl 0 0 3-Plate 12 8.00 .3750 .1875 24.00 24.00 18.205 650.47 50.0 50.0 Shop Spl Bolt Plt 0 0 3-Plate .,,krIVP Buildings -7 I PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4551 BURLDIGTON NORTHERN) CA99023625402) CA992752T-00) DATE: 10/31/99 TIME: 17:35 PAGE: 53 of 57 150.11 (Wash & Maintenance Building) , :::,'. .::•:):'::::." ' ....... .M1 MEM FLANGE WEB DEPTHS LENGTH WEIGHT FLANGE WEB SPLICE CODES THICKNESS WIDTH THK THK End1 End2 (FT) (LBS) Fy Fy Jt1 Jt2 REF. SHAPE 13 8.00 .3750 .1875 12.00 24.00 30.000 842.19 50.0 50.0 Base Plt Shop Spl 0 0 14 8.00 .3750 .1875 24.00 24.00 18.205 650.47 50.0 50.0 Shop Spl Bolt Plt 0 0 3-Plate 3-Plate ttiTsta BOUNDARY;e01461tORSS1)161Aitir: :.: ......:, ' • .': :•:. ::'....:,;i!.. :.,;:-::::',;:fl:::: ::::-.•:;:;.::::,...:.::':..i.i::'..,.;:':;':,f::.:-•:: ":::::0:::.ii;:i;.li.:.:::::;':•.:g:':. Mbr Jt X-Suppt Y-Suppt Monet X-Disp Y-Disp Rotatn No. No. (0=Pin.1=Fix) (in.) (in.) (rad.) 1 1 1 1 0 .0000 .0000 .0000 10 1 1 1 0 .0000 .0000 .0000 11 1 1 1 • 0 .0000 .0000 .0000 13 1 1 1 0 .0000 .0000 .0000 EliMig:MEinalt . . ' '.;]':::;::::.!.i].::i;::.:::::] •:.;::::•::.-L:::::: E: • ,•::•:::i:::::i::::,.:. ' ::,•;: . Mbr Joint No. No. 12 2 14 2 FRAMEICLFARANCES:"..-.::••:.; c:::',.:. : • ' :, ::,.i , ' . Horizontal. Clearance SW Columns : 52'-3 (C(ear 2'3:ante between SW Columns at Knee) Vertical Clearance at Back Haunch : 47'-6 3/8 Vertical Clearance at Front Haunch : 47,-6 3/8 Vertical Clearance at Ridge : 50"5 7/16 Vertical Clearance at Int :ol 1 : 48'-1 15/16 Vertical Clearance at Int Col 2 : 481-1 15/16 Vertical and horizontal clearances are based on geometry :::::.0 arm do not consider frame deflections. If frame deflection is critical to a clearance, consult VP 3ings for a specific recommendation. , , • i litEAC11(NNTSTNINTAErr'.: ' .1i:.: :-...:: LD CASE LOAD COMBINATION HORIZCNTA:. VERTICAL MOMENT LOCATION (kims1 (kios) (in -kips) EXT COL 1 0 +Cg +L .16 4.08 .00 AT .00 FT FROM BACK EXT COL 1 D +Cg +L -.16 4.08 .00 AT 57.58 FT FROM BACK INT COL 1 D +Cg +L .00 6.86 .00 AT 18.79 FT FROM BACK INT COL 1 0 +Cg +L .00 6.86 .00 AT 38.79 FT FROM BACK EXT COL 2 D +Cg +aL* .04 1.67 .00 AT .00 FT FROM BACK EXT CO(. 2 D +Cg +al* -.04 1.67 .00 AT 57.58 FT FROM BACK INT COL 2 D +Cg +aL* .00 4.02 .00 AT 18.79 FT FROM BACK INT COL 2 D +Cg +al* .00 4.02 .00 AT 38.79 FT FROM BACK EXT COL 3 D +Cg +*aL .15 3.35 .00 AT .00 FT FROM BACK EXT COL 3 0 +Cg +*al. -.15 3.35 .00 AT 57.58 FT FROM BACK INT COL 3 D +Cg +*aL .00 3.33 .00 AT 18.79 FT FROM BACK INT COL 3 D +Cg +*al .00 3.33 .00 AT 38.79 FT FROM BACK EXT COL 4 D +Cg +S .20 5.20 .00 AT .00 FT FROM BACK EXT COL 4 D +Cg +S -.20 5.20 .00 AT 57.58 FT FROM BACK INT COL 4 D +Cg +S .00 9.26 .00 AT 18.79 FT FRCP BACK INT COL 4 D +Cg +S .00 9.26 .00 AT 38.79 FT FROM BACK EXT COL 5 D +Cg +uS1* .17 3.66 .00 AT .00 FT FROM BACK EXT COL 5 D +Cg +uS1* -.17 5.18 .00 AT 57.58 FT FROM BACK INT COL 5 D +Cg +uS1* .00 6.11 .00 AT 18.79 FT FROM BACK INT COL 5 D +Cg +uS1* .00 9.07 .00 AT 38.79 FT FROM BACK VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4551 BURLINGTON NORTHERN) CA99028625-002) CA9927527-00) DATE: 10/31/99 TIME: 17:35 PAGE: 54 of 57 150.11 ( Wash & Maintenance Building) RBAcrToN: suMMARY.`.. LD CASE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT (kips) (tips) (in -kips) LOCATION EXT COL 6 D +Cg +'uS1 EXT COL 6 D +Cg +*uS1 INT COL 6 D +Cg +*uS1 INT COL 6 D +Cg +*uS1 EXT COL 7 0 +W1> EXT COL 7 D +W1> INT COL 7 0 +W1> INT COL 7 0 W1> EXT COL 8 D +<W1 EXT COL 8 D +411 INT COL 8 D +4i1 INT COL 8 0 +<W1 EXT COL 9 D +WP EXT COL 9 D +WP INT COL 9 D +WP INT COL 9 D +WP EXT COL 10 0 +Cg +E> EXT COL 10 D +Cg +E> INT COL 10 0 +Cg +E> INT COL 10 D +Cg +E> EXT COL 11 D +Cg +<E EXT COL 11 D +Cg +<E INT COL 11 D +Cg +<E INT COL 11 0 +Cg +<E EXT COL 12 D +S +W1> EXT COL 12 D +S +W1> INT COL 12 D +S +W1> INT COL 12 D +S +W1> EXT COL 13 D +S +41 EXT COL 13 D +S +<11 INT COL 13 D +S +<W1 INT COL 13 D +S +411 EXT COL 14 D +S +WP EXT COL 14 D +S +W INT COL 14 D +S +WP INT COL 14 D +S +WP EXT COL 15 D +Cg +S W1> EXT COL 15 0 +Cg +S +W1> INT COL 15 D +Cg +S +W1> INT COL 15 D +Cg +S +W1> EXT COL 16 D +Cg +S +<W1 EXT COL 16 D +Cg +S +<W1 INT COL 16 D +Cg +S +<W1 INT COL 16 D +Cg +S +<W1 EXT COL 17 0 +Cg +S +WP EXT COL 17 0 +Cg +S +WP INT COL 17 D +Cg +S +WP INT COL 17 D +Cg +S +WP .17 -.17 .00 .00 -10.61 -8.77 13.41 13.41 8.77 10.61 -8.94 -8.94 3.90 -3.90 -14.80 -14.80 -.56 -.70 -.30 -.30 .70 .56 .30 .30 -10.54 -8.84 13.41 13.41 8.84 10.54 -8.94 -8.94 3.97 -3.97 -14.80 -14.80 -5.13 -4.56 6.70 6.70 4.56 5.13 -4.47 -4.47 2.12 -2.12 -7.40 -7.40 5.18 3.66 9.07 6.11 -16.68 15.67 16.62 -27.44 15.67 -16.68 -27.44 16.62 -3.35 -3.35 1.85 1.85 .68 3.50 4.48 .69 3.51 .68 .71 4.50 -15.13 17.22 19.95 -24.11 17.22 -15.13 -24.11 19.95 -1.80 -1.80 5.18 5.18 -4.19 11.99 16.27 -5.76 11.59 -4.19 -5.76 16.27 2.48 2.48 8.88 8.88 .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 AT .00 F7 FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACX .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 FT FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 F7 FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK .00 FT FROM BACK 57.58 F7 FROM BACK 18.79 FT FROM BACK 38.79 FT FROM BACK N/71VP Buildings PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote \o.: (VP Order No.: 4551 BURLINGTON NORTHERN) CA99023625-002) C.' 9927527.00) 150,11 DATE: 10/31/99 TIME: 17:35 PAGE: 55 of 57 (Wash & Maintenance Building) RASE :PLATE SUMMAR' SIDE BASE PLATE DATA---- ---ANCHOR BOLT DATA ---- WIDTH x THK x LENGTH :TY SIZE WELDING PATTERN EX? COL 10.00 X .6250 X 13.00 EXT COL 10.00 X .6250 X 13.00 INT COL 9.00 X .5000 X 13.00 4 INT COL 9.00 X .5000 X 13.00 . . sgEVISEP 3/'Ise* Pt WEB SFIFPENERSUMMARY....;:.: (4) (4) (4) (4) 1 1/4 DIA. A36 1 1/4 DIA. A36 3/4 DIA. A36 3/4 DIA. A36 OS-3 OS-3 OS-3 OS-3 MEMBER STIFFENER DESCRIPTION NUMBER LOCATION WEB DEPTH 4/T A/H A (FT.) (IN.) kAT:0 RATIO (IN.) 3 8 1 COL./HAUNCH FLG EX 1.53 30.375 4 7 2 BEARING (INT. COL) 9.77 30.625 STIFFENER SIZE SIDES WELDING THKNS x WIDTH L - S I .2500 X 2.0000 BOTH STD. CK-OK I .1875 X 2.0000 BOTH STD. CK-OK BOLTED. CONNECTION!>S MBR JT NO. NO. PLATE DATA THK x WIDTH x LENGTH BOLT SIZE 301.7 :ATA OUTSIDE INSIDE 2cws --3olt Roes 4-Bolt CONNECTION CAPACITY TYPE OUTSIDE INSIDE 2 9 2 .5000 X 7.0 X 3'- 3 0/16 I 3 8 1 .5000 X 6.0 X 3'- 2 1/ 2 I 3 8 2 .3750 X 6.0 X 2'- 8 0/16 I 4 7 1 .3750 X 6.0 X 2'- 8 0/16 I 5 6 2 .3750 X 6.0 X 0'-10 0/16 12 14 2 .5000 X 8.0 X 2'- 1 0/16 I 3/4 " DIA A325 3/4 " DIA 4325 3/4 " DIA A325 3/4 " 01A A325 3/4 " DIA A325 1/2 " DIA A325 00. 10 No NO YO NO NO 4 4 4 4 1 1 NO NO NO NO NO NO EXT EXT EXT EXT EXT EXT 2270.3 "K 2270.3 "K 996.8 "K 996.8 "K 109.1 "K .0 "K 2270.3 "K 2270.3 "K 996.8 "K 996.8 "K 109.1 "K 0 "K FLANGE BRACING: Ibt.ATION>SUMAIARY MBR Location 0'-3 3'-10 3/4 1 Flg Brc?-> not read not reqd MBR Location 15'-10 3/4 20'-10 3/4 1 Flg Brc?-> FB REM(1) not read MBR Location 0'-10 3/4 5'-10 3/4 2 Fig Brc?-> not reqd FB RECTO) MBR Location 3'-1 1/8 6'-6 7/8 3 Flg Brc?-> not reqd FB RE0D(1) MBR Location 1'-4 5/8 5'-7 5/8 4 Flg Brc?-> not reqd not reqd MBR Location 3'-4 1/2 7'-7 1/2 5 Flg Brc?-> FB RE00(1) FB REQD(1) 7'-?0 3,.. not - 25'- ,. 3/- FB RE::('. 10'-'7 3/= not -e.... 9'-10 5/3 not rex 11'-10 3/4 not reqd 15'-10 3/4 FB REOD(1) FRAME DESIGN MEMBER'.SUMMAR FRAME DESIGN MEMBER SUMMARY- Controlling Load Case and Nlasimtaa Combined Stress per Member: --- ACTUAL FORCES ---- I-- ACTUAL STRESSES --- I--- A L L 0 LOCATION Mbr Ld Axial Shear Mmt-X Mmt-Y 'Axial Shear 3nd-x Bnd-yl---- STRESS No.Case Depth (kips) (kips)(k-in) (kip-in)((ksi) (ksi) (ksi) (ksi)jAxial Shear AT 15.91 FT 1 13 25.8 -17.4 -5.9 -1344.1 .0 2.12 1.22 21.75 .00 21.37 6.10 AT 15.90 FT 2 13 38.0 -17.2 -2.1-2784.2 .0 1.64 .29 26.26 .00 23.48 2.77 AT 1.56 FT 3 13 31.0 -2.0 16.2-2547.0 .0 .23 2.79 35.42 .00 32.69 4.22 AT .00 FT 4 8 31.0 -1.8 17.1-1310.5 .0 .24 2.94 22.73 .00 24.13 4.16 AT .06 FT 5 8 30.9 .2 -9.0 864.7 .0 .03 1.55 15.73 .00 40.00 4.19 AT .06 FT 6 7 30.9 .2 9.0 864.6 .0 .03 1.55 15.73 .00 40.00 4.19 AT .00 FT 7 7 31.0 -1.8 -17.1-1310.5 .0 .24 2.94 22.73 .00 24.13 4.16 AT 1.56 FT 8 12 31.0 -2.0 -16.2 -2547.0 .0 .23 2.79 35.42 .00 32.69 4.22 W A B L E----ISTRESS CONDITIONS or LOAD I Sun X I X Bnd-x Bnd-y 1Axl+bndl Shear 29.32 32.94 28.48 31.15 38.30 50.00 24.23 33.02 24.29 33.04 24.29 33.04 24.23 33.02 38.30 50.00 .806 .978 .930 .945 .648 .648 .945 .930 .199 .106 .659 .707 .369 .369 .707 .659 VP Buildings 1 PRIMARY FRAME DESIGN DATA (Project Name: (VP Quote No.: (VP Order No.: 4551 BURLINGTON NORTHERN) CA99023625-002) CA9927527-00) DATE: 10/31/99 • TIME: 17:35 PAGE: 56 of 57 (Wash & Maintenance Bui :.. .::: . ,..:.:: gilt' ; �::. RltA11i11F;>DE9IG�i�ILtOcfi�RSilMii)tRY ....:• ' .. ,. .. :. ,.,:. ..�::.:... .,.>. kALMs DFSIGN•:11i iRR:S[1 'twit aie.iodloki Lv,: Cesiirelk:Slreig:ver Mi er• :: --- ACTUAL FORCES ---- I-- ACTUAL STRESSES •-- '--- ALL 0 W A 8 L E----ISTRESS CONDITIONS i LOCATION Mbr Ld Axial Shear Mart-X Mmt-Y 'Axial Shear Bnd-x Bnd-yl---- STRESS or LOAD I Sum X X No.Case Depth (kips) (kips)(k-in) (kip-in)I(ksi) (ksi) (ksi) (ksi)IAxial Shear Bnd-x Bnd-y IAxl+bndl Shear AT 15.90 FT 9 12 38.0 -17.2 2.1-2784.1 .0 1.64 .29 26.26 .00 23.48 2.77 28.48 31.15 .978 .106 AT 15.91 FT 10 12 25.8 -17.4 5.9-1344.1 .0 2.12 1.22 21.75 .00 21.37 6.10 29.32 32.94 .806 .199 AT 15.90 FT 11 14 18.4 -5.2 5.3 1918.5 .0 .56 1.54 31.80 .00 18.61 12.57 35.58 38.55 .924 .122 AT .90 FT 12 14 24.0 -5.2 -3.7 2061.9 .0 .50 .82 24.63 .00 27.16 7.21 37.67 37.68 .672 .114 AT 15.90 FT 13 14 18.4 -5.2 5.3 1918.5 .0 .56 1.54 31.80 .00 18.61 12.57 35.58 38.55 .924 .122 AT .90 FT 14 14 24.0 -5.2 -3.7 2061.9 .0 .50 .82 24.63 .00 27.16 7.21 37.67 37.68 .672 .114 Location Depth Area Rx Ry Lx Ly-1 Ly-2 KLx KLy1 KLy2 Sx Lb-1 Rt-1 Lb-2 Rt-2 Os Oa Cb1 Cb2 Mn Dist (In) (In2) (In) (In) (In) (In) (In) /Rx /Ry /Ry (In3) (In) (In) (In) (In) 1 15.91 25.78 8.24 9.99 1.32 570.6 48.0 60.0 85.7 36.5 45.6 61.81 190.9 1.73 120.1 1.71 .82 1.00 1.75 1.17 2 15.90 38.00 10.53 14.02 1.17 570.6 60.0 19.7 61.0 51.5 16.9 106.02 120.0 1.59 19.7 1.58 .78 .94 1.06 1.01 3 1.56 31.00 8.82 11.54 .86 194.3 42.1 16.8 48.9 71.91 42.1 1.16 1.00 1.00 1.14 4 .00 31.00 7.62 10.83 .72 194.3 51.0 17.9 71.1 57.67 153.0 1.05 .83 1.00 2.30 5 .06 30.86 7.59 10.79 .72 121.1 51.0 51.2 11.2 70.9 71.3 54.97 153.0 1.05 51.2 1.03 .83 1.00 2.30 1.29 6 .06 30.86 7.59 10.79 .72 121.1 51.0 51.2 11.2 70.9 71.3 54.97 153.0 1.05 51.2 1.03 .83 1.00 2.30 1.29 7 .00 31.00 7.62 10.83 .72 194.3 51.0 17.9 71.: 57.67 153.0 1.05 .83 1.00 2.30 8 1.56 31.00 8.82 11.54 .86 194.3 42.1 16.8 48.9 71.91 42.1 1.16 1.00 1.00 1.14 • 9 15.90 38.00 10.53 14.02 1.17 570.6 60.0 19.7 61.0 51.5 16.9 106.02 120.0 1.59 19.7 1.58 .78 .94 1.06 1.01 10 15.91 25.78 8.24 9.99 1.32 570.6 48.0 60.0 85.7 36.5 45.6 61.81 190.9 1.73 120.1 1.71 .82 1.00 1.75 1.17 11 15.90 18.36 9.30 7.83 1.86 593.4 190.7 60.0 75.8 102.3 32.3 60.33 190.7 2.26 60.0 2.18 .96 1.00 1.75 1.05 12 .90 24.00 10.36 9.99 1.76 593.4 120.0 60.0 59.4 68.3 34.1 83.73 120.0 2.13 60.0 2.12 .94 1.00 1.02 1.07 13 15.90 18.36 9.30 7.83 1.86 593.4 190.7 60.0 75.8 102.3 32.3 60.33 190.7 2.26 60.0 2.18 .96 1.00 1.75 1.05 14 .90 24.00 10.36 9.99 1.76 593.4 120.0 60.0 59.4 68.3 34.1 83.73 120.0 2.13 60.0 2.12 .94 1.00 1.02 1.07 MAXIMUM FOUNDAT1ON:LOADS . ; : . . Column Horz. Horz. Vert. Vert. Moment Description In Out Down Uplift (+ Ctr-Clk) Back Sidewall Col. 10.6* 8.8* 17.2* 16.7* .0 Front Sidewall Cot. 10.6 8.8* 17.2* 16.7 .0 Int. Col. No. 1 14.8* 14.8* 20.0* 27.4* .0 Int. Col. No. 2 14.8* 14.8* 20.0* 27.4* .0 (* Load Case indicates Stress Increase = 1.33) i BASE.PLATE SUMMARY ..:° .. : Column <--- Base Plate Data ---> <--- Anchor Bolt Data ---> Description Width Length Numb. Dia. Type Back Sidewall Col. 10" x 13" (4) 1 1/4 A36 Front Sidewall Cot. 10" x 13" (4) 1 1/4 A36 Int. Col. No. 1 9" x 13" (4) 3/4 A36 Int. Col. No. 2 9" x 13" (4) 3/4 A36 I I .v..VP Buildings Arnow, PRIMARY FRAME DESIGN DATA DATE: 10/31/99 (Project Name: 4551 BURUNGTON NORTHERN) (VP (rote No.: CA99023625-002) (VP Order No.: CA9927527-001 TIME: 17:35 PAGE: 57 of 57 15011 (Wash do Maintenance Building) Frame ID : S3 ( Stress Check Version 3.6 ) Frame Type: Continuous Beam ( 2 Interior Colons ) Date:10-31-99 Time:17:29 Machine: u045 • DEFLECT! Load Stress Design Case Factor Case ►Ri Load Combinations 1 1.00 N .75 Wind 1 Right 2 1.00 N .75 Wind 1 Left 3 1.00 N .75 Wind II Ridge 4 1.00 N .60 Seismic Right 5 1.00 N .60 Seismic Left ... ..........t.......,: ;.:::,•:::::.. .....,.. �::......... :, •..� �>.;•:>:,.,�...,...:•::}::•:•:•:'::•>:?::`.�':•�':>:pis:::.....:.:;:::.:Y>:::�•:.. �:;;;«� ,;.;.,:;..:::•::,;�.,::,.: ,.,.:.:.;.:.....:....,•........ •:,........::..:::..:.,•:::.::.::#::::::::.:::,:'.-:.,::.:.,:.,,'.;.;•:'�::i;s`<'s;:.:._rr.;z::;<;;;;.,:>r?:3';t::>;::;;::«>;:i:.,>;::;:::mac: L0aa Member Joint Case Max Hor Deft = 7.77" ( H/75 ) 2 2 Max Vert Defl Span 1 = .29" ( L/739 ) 3 2 2 Max Vert Defl Span 2 = .05" ( L/5006 ) 5 1 _ Max Vert Defl Span 3 = .29" ( L/739 ) 7 1 * Negative Hor Deft is left * Negative Vert Defl is down Lateral deflections of primary frames are calculated on a care '-ame basis and do not include the resistance from systems such as roof and endwall diaphragms. Therefore. these reflections may be considerably overstated. .SE ISM 1G 1.4ADI A/6- FFIDM Pi.VWDDT GN /AISIDE OF Lz iLZ Ad . ' h = sue ., . Sc1„01/C :t -Z.„. 3; - `) a • 5., i P2.l.Mc5. /2 z f .2.•1.y e Ne. z 7.12 7- do • Dols-4_ . of Date di/ /99 Prepared by 2• Sid Reviewed by FeArsS .. ; ` 1- AS A 'Pt/L.. c Fw 7 e �,{ �, _.. 9: 9/ "Ail; "F/2,4.01E i'°c, ? .�i= � ;� "•'92, � y (7� BRA C I N G- DESI G-N h. n 1 ,1 h ti .1 9 • • PI n O N 4- 3 v s4. o. ' o'i' V" ho . M o ri '., v 0 "^ N .� i 4-...-: V - v u N �1 `t . I� 'n 2 U A ,1 .+ • O Cii 41: c.io3,4, x.o•f 6.045 .si 0 a 'i 01 0 N A 0 Q m 0 z W F, 0 z 0 F z H a pa i < ri Ztn Ua 0 0. U H 00)) F a) iJ 0) cn ri ,.I 'd 0 0 oU 0 VARCO—PRUDEN 110cp 5!zLrS • * = Zia' ♦ A; 20 Bet TS Vic.w (0, 0 O z• oat a ro att 0 H Ol IYrojky. 6o Bldg. 3UILDER CHG Building Syste WALL srR. TS u! F 1'/ B Fa4 i"o j is/s" • ,t2oas PAP = Rp-a z Soh; : 1144— g3Z5yt ='i' A325 1501.7.5 View(270. 0. 0) C z C z a 0 z z 0 F 0 z H a W in <.4 zLn rN (.3a O a a m 0 N Y O. Building Systems, Inc. VARCO-PRUDEN YI c 3 CD a. I •...Gov ma, .'ere "....::. rage: !� U1 DETAIL RB1 1 I Date: ,i / z /ff I Ref. Design Manual Sections 5.1.1 & 5.1.4 Prepared By: •esw r'er i w3 dorrc� 0 0 0 0 _< EL ON z - :( • i A • i CLRod&Pad Iper Bracing Design Min. edge dist. (hip.) 2q" ES-DR-04-218 DDRAW157 CA REV. 6\23\98 DETAIL RB3 Ref. Design Manual Sections 5.1.1 and 5.2 'Page: Date: 11 /2 07 Prepared BY tyl✓ TYP. wr + WB !STRUT USE: PER c A ccs a" X 7" X 7 " Plate Aligned With Strut CL Rod & Pad per Bracing Design Rya : j,. PAD Bot T = 1,4" 432S:X 4-1 Fv l I 'ALP .JI T2 rt• — EE-DR-04-2D8 ODRAW147 CA REV. 03198 Mass boil %s u m ... Page: or DETAIL RB21 Date: ///z/f9 Ref. Design Manual Sections 5.1.1 Prepared By: , �_�✓ 3,b 7„ -r e, O t' we, . -z "- iD W 1- # '- ID ' ' &U T 1' Nay, `13-1/2" X a'z Stiffener One Both " Sides) F9� "to D, PA J doh; ES-DR-04-201 DDRAW140 CA REV. 6\23\98 -, J No, 275 z7 -o/. Pogo_ of Data / ! 3 / '1 Prepared by 2 =s" Reviewed by ens 5/. ,'o 20' /-f r s.. = /O 2 c) 1+ ' G"It. = . 3 G.) - 1. 3 + 21.0 r .1o Jr.Ov/ _ Q = 13,/3k Pc. ' pA T H : Tt4wt,c,Z • • 31. S .� - • rS. =5G ; - - c.e,v -•1•• •30- rs /N L /�J.E �// �J •rJ a _' -o Ty.Z t_• .ad 4/3/'“)21 2. i L IS. I? _o /,- =aziniH/L[ . TlL4! T- JcL: , 4's < j'f 70: a al ' 24,74 s1,, ;5.13 /: •. 48,$• A5•e ?' 2!s74_'S zy,51k 16 < \ ;1.a ) . 38'` .44 �+ s F1 = 4/ .; F, •- .4a is * ;s • .O.iii g1.:1 t...1-s .0447■ 414"1,176 3 ti ate /6 C� ASa • ' :z= .1/5 3//C" • 733 .:3, °, •1.0 Detail EPC-4 Ref. Design Manual Sect 16 Date: i' /3 Prepared By: - e 2 w MISCDErt.XLS 1 cchros)rE, srr 1 [Channel Use: Naive [BoIt to adjacent purtins tw/ (2) 1 /2" dia A325 ea. end i_ 3/ a" Flush end plate I � Wetd J/fib"., e side web and ranges A6 V .g" wide x 3/16" clip :Stiff Use: 2!J-x,Pa." x ?h" ?(typ) s. s. 0. w. `.`Stub Post Use: AA 7/gyp" r/Ea q" aEPro e%o F L' 13 £ G & ioP FL?- 3" max 1 3' min 34 ip to stun web ES-DR-04-190 DDRAW129 CA REV. 6\23198 VP BUILDINGS, INC. 9th Ed. AISC STRESS CHECK 3 Plate Girders JOB No:' :-s- • - Designer = , J Page No: 11/3/99 DESCRIPTION of MEMBER & LOCATION 3 c G TOP STu 3 PosT L PL3 ;....:,..;. INPUT i. DATA,.•-t:'- .:,, .1 �� ... .�;�.�.. .... ....... ... - .. '- :a .tom:; :.'�i;�.:• .. a¢,1� ''"1;.a, Axial Load = 0 Kips Unsupported Lx = 6.75 feet X' Axis Moment = 470 Kip -Inches Unsupported Ly = 4.17 feet "'Y' Axis Moment = 0 Kip -Inches Unsupported Lb = 4.17 feet Shear Load = 16 Kips Allowable Stress = 1.33 Fy = 50 ksi C,ra = 1 Kx = 1 Cb = 1 F„= 65 ksi C„y= 1 Ky= 1 7, R.e:7. " MEMBER:OATA.. , • -• MEMBER PROPERTIES : Flange Width = 5 Inches Area (gin=` = 4.09 Qs = 1.00 (Table 95.1) Flange Thickness = 0.25 Inches Full I, j'n'; = 57.5 Qa = 1.00 (Eq. A-B5-5 & 10) Web Thickness = 0.18751nches Eff. I, ,;n-; = 57.5 rx = 3.75 Total Depth = 9 Inches Eff. S.., n`` = 12.77 ry = 1.13 Flange to Web Weld = 1/8 in. I.: i n-'• = 5.21 req„N = 1.38 one side Sy On1) = 2.08 :. RESULTS :. ACTUAL STRESSES ALLOWABLE STRESSES fa = 0.00 ksi <_ AXIAL --> Fa = 39.90 ksi (Sec. D1.) fbx = 36.81 ksi <--"X" BENDING--> Fbx = 39.90 ksi (Eq. F1-5 ' Qs) fby = 0.00 ksi <-"Y" BENDING--> Fby = 47.98 ksi (Eq. F2-3) f„ = 9.48 ksi <- SHEAR -> F„ = 26.60 ksi (Eq. F4-1) �, , t• . AISC SPECIFICATION CHECK .:=- :. :'-: - = ;= Combined Stress Ratio = 0.92 OK Member Weight = 14 Ibs/ft. MAX Slender Ratio = 44.3 < 200 No stiffs required. stress. (Chap. H, Eq. H1-2) Shear Stress Ratio = 0.36 OK Comb. Shear & Tension Stress = 0.00 <= 1.0 (Chap. G, Eq. G5.1) Flange to Web Weld Stress = 0.62 OK NOTE: No bolt holes were calculated in flanges at point of Max. / 9€9T81tt2.99 21 \//P BUILDINGS VARCO-PRUDEN m 2.•--7rCMR : 3/r y,oOr. 2 2AC r COMP STANDING SEAM ROOF -PANELS (SSR) or Mom( ,•1,. Ir Sf,r00M mFra , stir 1 2 T/]Y-i I- wa •aJ-T WPM mot (war Pas Owl PANEL RIB ROOF & WALL PANELS (PR) S 5/or 1Y►. WOKS TUFSPZ VEE R18 WALL PANELS (VR) I VIr ___L r COPS= SPAN LOC WALL PANELS (SL) 50. 2 1/e- 2 1/2' 2 1/e 2 1/2; 6 1/2- GIRTS / PURLINS 50. uP 2 1/2- ice= i I L✓ 2 1/2" 2 1/2" rJ 2 1/2- _ 8 1/2" GIRTS / PURLINS 11 1/2• CR 14 i 3 1/2- 3 1/2-' :1 :/2" PURLINS j 14" PURLINS • 1 24'-0" 3.1' 24'-0 1'-0" COLLATERAL LOADS: The new VP Building has NOT been designed for any collateral loading. PLYWOOD LINER: The new VP Building is designed to withstand lateral forces from the plywood liner attached to the inside of the VP girts. The plywood thickness cannot exceed 5/8". The plywood liner must be considered as a wall panel. Wall panels and their connections must have the strength and stiffness to resist all code prescribed environmental loads. Wall panels are also required to transmit their own weight to the ground. DEFLECTION: The deflection of the new VP building due to a 10 year wind is 7.9 inches. The maximum inelastic response displacement, Am, due to full seismic loading is 3.15 inches. It is the responsibility of the Engineer of Record to determine if said deflections are acceptable. T 0 1p 50'-0- 41'I (EXPIRES 12-23- • GENERAL NOTES . MATERIALS AS T M DESIGNATION STRUCTURAL STEEL PLATE COLD FORMED UGHT GAGE SHAPES BRACE RODS HOT ROLLED MILL SHAPES ROOF AND WALL SHEETS BOLTS A529 CR A572 OR A570 OR A607 A570 OR A607 A572 A36 CR A572 A653 0R A792 A307 AND A325 GRACE 50 GRACE 55 GRADE 65. UItESS NOTED FY: 36 KSI OR GRADE 50 GRACE 50 A307. UNLESS NOTED 2. STRUCTURAL PRIMER SHOP PRIMER PAINT IS A RUST 2NHIBITNE PRIMES AND IS VP BUILDINGS COLOR BRONZE. THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. 3. A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTS ARE A325-N UNLESS SPECIFICALLY NOTED OTHERWISE. STRUCTURAL BOLTS SHALL BE TIGHTENED BY THE TURN -OF -THE -NUT METHOD IN ACCCRpII110E WITH THE NINTH EDITION. AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". PER SECTION 813.1. A325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED ay THE TURN -OF -THE -NUT METHOD. ALL HIGH STRENGTH 8OLTS. EXCEPT AS NOTED OTHERWISE. ARE SUBJECT TO DIRECT TENSION MO MAY REQUIRE INSPECTION AS DEFINED BY THE APPLICABLE Bu1LDING COOE OR STANDARD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO ASSURE PRCPrR TICriTNFSS. 4. BUILDER / CONTRACTOR RESPONSIBILITIES VP BUILDINGS STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATt-7t OTHERWISE IN THE CONTRACT DOCUMENTS. VP BUILDINGS DESIGN. FABRICATION. QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN THE WORK. (A VP BUILDINGS SPECIFICATION BOOKLET ;S AVAILABLE UPON REOUEST) :N CASE OF DISCREPANCIES BEIMEEN VP BUILDINGS STRUCTURAL PLANS AND PLANS FOR OTHER TRADES. THE VP 3UILDINGS PLANS SHALL GOVERN. IT IS THE RESPONSIBILITY CF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY. COUNTY. STATE. CR FEDERAL AGENCIES. AS REQUIRED. APPROVAL CF VP BUILDINGS DRAWINGS CONSTITUTES THE BUILDER / CONTRACTCrS ACCEPTANCE OF 74E VP BUILDINGS INTERPRETATION OF THE CONTRACT PURCHASE ORDER. ONCE THE BUILDER / CONTRACTOR OR A/E FIRM HAS STONED VP BUILDINGS APPROVAL PACKAGE. CHANGEa FROM THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL. ENGINEERING. AND HANDUNG FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE. A PENALTY FEE WAY BE CHARGED !F THE PROJECT MUST 8£ MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE. AS LONG AS VP BUIWwGS DESIGN AND DETAILING APPROACH COMPUES WITH THE PURCHASE ORDER. THE BUILDER / CONTRACTOR OR A/E FiRM ARE RESPONSIBLE FCR THE OVE.RALL PROJECT CONDITION. ALL INTERFACE AND COMPATIBIUTY CONCERNING ANY MATERIALS NOT FURNISHED 3Y VP BUIDINGS ARE TO 8E CONSIDERED AND COORDINATED 9Y THE BUILDER / CONTRACTOR CR A/E FIRM. UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN MATERIALS IS FURNISHED AS ?ART OF THE PURCHASE ORDER. VP BUILDINGS ASSUMPTIONS WILL GOVERN. THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT AU. OTHER PROJECT PLANS MO SPECIFICATIONS COMPLY WITH THE APPUCABLE REOUIREMENTS OF A.W. GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS FCR THE VP BUILDINGS BUILDING DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT VP 3UILDINGS OR ITS DESIGN ENGINEER S ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CCNSTRUCTICN PROJECT. THESE DRAWINGS ANo DESIGN DATA .1RE SEALED AS TO THE STRUCTURAL SYSTEM FURNISHED BY VP BUILDINGS. IN COMPLIANCE WITH ALL REQUIREMENTS OF THE PURCHASE ORDER. THE BUILDER / CONTRACTOR 15 RESPONSIBLE FCR SETTING OF ANCHOR BOLTS AND ERECT)QV OF SIEEL BUILDING COMPONENTS IN ACCORDANCE WITH VP BUILDINGS "FOR CONSTRUCTION- +DRAWING$. TEMPORARY SUPPORTS OR BRACING REOuIRED FOR THE BUILDING ERECTION WILL BE THE RESPOl BIUTY CF THE ERECTOR 70 DETERMINE. FURNISH. AND INSTALL 5. VP BUILDINGS !S AN APPROVED FABRICATOR WITH THE FOLLOWING CERTIFICATIONS: 1CB0 FA-240 RISC MB CERTIFIED CITY OF LOS ANGELES TYPE 1 FABRICATOR CITY OF SEATTLE CANADIAN WELDING BUREAU DIVISION 1 CERTIFICATION kj MO" /— ZI REVISION HISTORY DRAWINGS I DATE DESCRIPTION 4." Ili- ' i-ctg Olte.. Stiib . LATEST SET VOIDS ALL PREVIOUS PLANS Butlaing Cope: Live LO(W/Trio Rea) Coll . LO (gravity): Coll. LO (uplift): wino Soees: wino Exp. Cat.: Ground Snow: Roo Snow: Snow Exp. Cat.. Seismic Zone: Butloing Use Cat.: Auxiliary Loans 97UBC 20.0 psf 0.0 051 0.0 pst 90.0 mon C 35.7 pst 25.0 [1st 3 3 NONE 1. s 3Mwrr +nuorc n.E PenilimprION •IfNOX REIIPPS 11( oOIOr1Y OF N *U{D1Mt5. T IS AOW= SOIAV FOP ERECri 11( auta.c SSrrmai. Er aat PAC43u 0R uASE SEDa 1 5 w SIIV rrva4raur '4 LATTER COVER SHEET sr• CA99029625-002 CA9927�27-01- 1K Yr[54. EXECT01r .5 scL0.v 41SF0r1111E ran rpo.RUL COCO O1nITtY aOaFlrwsre w OFEC:Fr6 1'.K SWIM ■ CONFOrFRCE n1W 1+PS Orkimr. OEURS aErtaorCE0 w :owl oOprpE+�c. wALLainxist iD .,O TRr TO a1A5 € ER[C11010 'rrO�E3 illy • rrK11."1nC.5 of coma or ONIPOOFR► CHG Butloing Systems. Inc °m :Irlington Nortnern Santa Fe PUGET SOUND. SEATTLE. WA * ado is51 BURLINGTON NORTHERN 4An S Maintenance Building VP BUIIDIINGS VARCO—,HOLM AMR 1/oE 17_ • � 04 \//1:' BUILDINGS VARCO-PRUDEN ram•. sr =wows 2 3t/r-.� r.Iwc a1a 01D0r lt5 olY) PANEL RIB ROOF & WALL PANELS (PR) 24'-0 24'-0" COLLATERAL LOADS: The new VP Building has NOT been designed for any collateral loading. PLYWOOD LINER The new VP Building is designed to withstand lateral forces from the plywood liner attached to the inside of the VP girts. The plywood thickness cannot exceed 5/8". The plywood liner must be considered as a wall panel. Wall panels and their connections must have the strength and stiffness to resist all code prescribed environmental loads. Wall panels are also required to transmit their own weight to the ground. DEFLECTION: The deflection of the new VP building due to a 10 year wind is 7.9 inches. The maximum inelastic response displacement. AM, due to full seismic loading is 3.15 inches. It is the responsibility of the Engineer of Record to determine if said deflections are acceptable. 50'-0" 1'-0" i. 1 tr cocoa 1_ a SPAN LOC WALL PANELS (St) 4 !EXPIRES 1 2 23_.!' 1. MATERIALS STRUCTURAL STEEL PLATE COLD FORMED LIGHT GAGE SHAPES BRACE ROOS HOT ROLLED MILL SHAPES ROOF AND WALL SHEETS BOLTS GENERAL NOTES ASTM DESIGNATION A529 CR A572 OR A570 OR A607 A570 OR A607 A572 A36 CR A572 A653 OR A792 A307 AND A325 GRADE 50 GRADE 55 GRADE 65. UNLESS NOTED FY= 36 KSI OR GRADE 50 GRADE 50 A307, UNLESS NOTED 2. STRUCTURAL PRIMER SHOP PRIMER PAINT IS A RUST INHI81TNE PRIMER AND IS VP BUILDINGS COLOR BRONZE THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. 3. A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTS ARE A325-N UNLESS SPECIFICALLY NOTED OTHERWISE STRUCTURAL BOLTS SHALL BE TIGHTENED BY THE TURN -OF -THE -NUT METHOD IN ACCORDANCE WITH THE NINTH EDITION, AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS PER SECTION 8D.1, A325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE TURN -OF -THE -NUT METHOD. ALL HIGH STRENGTH BOLTS. EXCEPT AS NOTED OTHERWISE. ARE SUBJECT TO DIRECT TENSION AN0 MAY REQUIRE INSPECTION AS DEFINED BY THE APPLICABLE BUILDING CODE OR STANDARD. IT IS THE RESPONSIBILTY OF THE ERECTOR TO ASSURE PROPER TIGHTNESS. 4. BUILDER / CONTRACTOR RESPONSIBILITIES VP BUILDINGS STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN THE CONTRACT DOCUMENTS. VP BUILDINGS DESIGN. FABRICATION, QUAUTY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN THE WORK. (A VP BUILDINGS SPECIFICATION BOOKLET IS AVAILABLE UPON REQUEST) IN CASE Of DISCREPANCIES BETWEEN VP BUILDINGS STRUCTURAL PLANS AND PLANS FOR OTHER TRADES. THE VP BUILDINGS PLANS SHALL GOVERN. IT IS THE RESPONSIBILITY CF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE ..APPROVALS AND NECESSARY PERMITS FROM CITY. COUNTY. STATE. CR FEDERAL AGENCIES, AS REQUIRED. APPROVAL CF VP BUILDINGS DRAWINGS CONSTITUTES THE BUILDER / CONTRACTOR'S ACCEPTANCE OF THE vP BUILDINGS INTERPRETATION OF THE CONTRACT PURCHASE ORDER. ONCE THE BUILDER / CONTRACTOR OR A/E FIRM HAS SIGNED VP BUILDINGS APPROVAL PACKAGE. CHANGES FROM THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL. ENGINEERING. AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION AND / OR SHtPPINC SCHEDULE. A PENALTY FEE MAY BE CHARGED :F THE PROJECT MUST BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE, AS LONG AS VP BUILDINGS DESIGN AND DETAIUNG APPROACH COMPLIES WITH THE PURCHASE ORDER. THE BUILDER / CONTRACTOR OR A/E r RU ARE RESPONSIBLE FOR THE OVERALL PROJECT CONDITION. ALL INTERFACE AND COMPATIBILITY CONCERNING ANY MATERIALS NOT FURNISHED 3Y vP BUILDINGS ARE TO BE CONSIDERED AND COORDINATED BY THE BUILDER / CONTRACTOR CR A/E FIRM. UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BET'NEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER, VP BUILDINGS ASSUMPTIONS HILL GOVERN. THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS FCR THE VP BUILDINGS BUILDING DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT VP BUILDINGS OR ITS DESIGN ENGINEER :S ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THESE DRAWINGS ANO DESIGN DATA ARE SEALED AS TO THE STRUCTURAL SYSTEM FURNISHED BY VP 3UILDINGS.IN COMPLIANCE WITH ALL REQUIREMENTS OF THE PURCHASE ORDER. THE BUILDER / CONTRACTOR IS RESPONSIBLE FCR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING COMPONENTS IN ACCORDANCE WITH VP BUILDINGS FOR CCNSTRUCT:CN" DRAWINGS. TEMPORARY SUPPCRTS OR BRACING REQUIRED =OR THE BUILDING ERECTION WILL BE THE RESPONSIBIUTY CF THE ERECTOR TO DETERMINE. FURNISH. AND INSTALL. 5. VP BUILDINGS !S AN APPROVED FABRICATOR WITH THE FOLLOWING CERTIFICATIONS: )CB0 FA-240 AISC MB CERTIFIED CITY OF LOS ANGELES TYPE 1 FABRICATOR CITY OF SEATTLE CANADIAN WELDING BUREAU DMSION 1 CERTIFICATION ez'.s arfi1 LATEST SET VOIDS ALL PREVIOUS PLANS Building Coae: Live La(W/Trio Real Co11. La (gravity): Coll. La (uplift): wino 50ee0: Mind Exp. Cat.: Ground Snow: Roof Snow: Snow Exo. Cat.. Se,512C Zane: Bullaing Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 90.0 non C 35.7 psf 25.0 osf 3 3 4 vONE Tl.s $ C..uauONC :ME ad011.14 nw MEREON. 0Ew414 THE .10PExTT tX M SL LOMCS. IT 6 .1KM0E0 SOLELY TOR EIIECt.i: THE aut0sC i. I. .Or EFIOOuCEO on� F0 MI! CLMER 40111.= tt1T1OuT 241011 T1I.ITEN wywo a or v .uapNCi COVER SHEET CA99028625-002 CA9927927-01-0E-1 TIE 9[IUIt :OITIWCOT ANO/O11 hECTOI S SOLELY 11/4.0 me EIIEC:.10 TM5 COMOIhIMCE n� M T.S 0.1ANOG OCTMS WrEICOICE0 w 'M4 O1MNG 41 M uCAOLE N SuLMICS maim DUDES5., Iwo nd4TRY StN10N103 KRTNInx' TO PIUp.E# owcsoN...a1.7NG nE COMEC: usU Or :04.011 IIY "ra CMG Builaing Systems. Inc. °itirlingtan Nortnern Santa Fe IaEA"DtIPUGET SOUND. SEATTLE. MA .00"4n`51 BURLINGTON NORTHERN e'm'Ir sn & .Maintenance BuilOing ,/ VP BUILDINGS VARCO-PWUOEN D11/08/99 17:49 Iocn On: fllesry Projky: 30450 Blog: 1 Plane: 1 1. CONCRETE, GROUT, ANCHOR BOLTS, AND ANY OTHER EMBEDDED ITEMS ARE TO.BE FURNISHED BY OTHERS 2. ANCHOR BOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND -TENSION PER AISC SPECIFICATIONS (FY - 36 KSI). ANCHOR BOLT LENGTH AND METHOD OF TRANSFERRING FORCES FROM ANCHOR BOLTS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. - 3. DESIGN LOADS AND REACTIONS ARE FURNISHED ON OTHER DOCUMENTS. 4. FOUNDATION MUST BE LEVEL, SQUARE, AND SMOOTH. ANCHOR BOLTS MUST BE ACCURATELY PLACED AS SHOWN ON THIS DRAWING OR STEEL WILL NOT FIT. Finished'Floor Elevation = 100'-0" (Unless Otherwise T111s Orsothh 10 Seated only as CC 1110 Components furnished by VP Bulletins Building Code: Live Ld(wtTrib Red) Coll. Ld (gravity): Coll. Ld (uplift): wind Speed:. wind,Exp. Cat.:• Ground Snow: Roof Snow: Snow Exp.- Cat.: .Seismic Zone: BuildingUse Cat.: Auxiliary Loads 97UBC 20.0 psf:, 0.0 psf 0.0 psf. 80.0 mph C 35.7 psf'; 25.0 psf 3 3 4 NONE Noted) Tllislreminp. incluel1q tne'1nforartloe nereont reaauns tM property of VP Buildings. It is provided fur. Eruttung the Builuing- 0ehcrloed in the apolica0le Purchase Order" end shell not 00 meditate. reproduceo or usee for any other purpose mathemt prior rattan approval of VP Buildings. T�1�10sGpIe1n/�Oe!flrrraffl� Contrae Or and/Or EErector BWa1.et0,Z9ilenratnc �im°•f�Yine.rlctiiliT4fsnis o •ISma ceao�i l'PDBueiuitia, Er,Ct,0n Deetain panr0pa•a�ll (n0ustrp stanoards pea'tainu� 10 of temporrya acinc�Iud. -tale. COME C u!a REV CUTE BY SCaLE . Errs, Anchor Bolt CHG Building SysteSs Burlington 9orthera,Santa LOCATION PUGET SOUND,''SENT= 10 1p PawECT 4551 BURLIl1GTON $OW1RURN stuiao ash & Maintenance -Building, saw A313902111415-00 e: i HER EMBEDDED ITEMS ARE TO BE ALLOWABLE SHEAR AND TENSION PER BOLT LENGTH AND METHOD OF FOOTINGS ARE TO BE DETERMINED ON OTHER oocufENTS- OTH. ANCHOR BOLTS MUST BE rG OR STEEL WILL NOT FIT. ® Dl D2 ® : D3 D5 I I f- D7 D7 El]El] D4 D6 WF 24'-0" SSV }) 5 Ai, to BL Finished Floor Elevation = 100'-0" (Unless Otherwise Noted) This Drawing is Sealed only as to Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Co11. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE he Components furnished by vP Buildings - This Drawing. Including t1e information hereof. remains the property of vP Buildings.'. It is provided for Erecting the Buil0ing • described in me applicants Purchase troer and snail not be modified. reproduced or used for any other DurOOSO without prior twitter. approval of vP Butidings. TWO (Or he sCpam r�at Contractor end/or nE Eprector lOiRNio[vgupnk 1afsii0 inae satfitnl sn•1sgp00 BBOOtruY' 11 11l U.t 1111s�r eneed n tnu trenny als �li'c]lcaole vP Uuildlnas Erection 0.1121i anoo"eer77 industry Standards oeruintno ofotetoorirri0retInclueing tna correctto use pEv GATE B* OESC. Anchor Bolt sumea Building Systems; Inc. CUSTOIEN Burlington Northern Santa Fe LOCATION 'PUGET SOUND, SEATTLE WA, WA - PROJECT BURLINGTON NORTHERN SCALE NTS BUILOINO Wash G Maintenance Building • acme. ... / ... CA99028625-002.' CA9927527-01-0E- O*TE 11/08/99.. r1iE 19:17 ex 1�! 2 1/2. ) 2 1/2' 1'-0" - (4) 3/4" Dia.A-36 A.Bolts Plate L=1'-1" W=8" T=3/8" Elevation- 100'-0" D1 2 1/2' 1 i 2 1/2' 0 l� `i (4)3/4' Dia.A-36 A.Bolts Plate L=1'-1" W=8• T=3/8" Elevation= 100'-0• D2 0 4.1 2 1/2' 1 1 1 2 1/2' (4)1 1/4' Dia.A-36 A.Bolts Plate L=1'-1" W=10" T=5/8" Elevation= 100'-0" D3 2 1/2' 1' 1 1 0 2 1/2' (4)1 1/4' Dia.A-36 A.Bolt5 Plate L=1'-1" W=10" T=5/8" Elevation= 100'-0" D4 2 1/2' 1 2 1/2' 1•-Ow (4)1 1/4. Dia.A-36 A.Bolts Plate L=1'-1" W=10' T=5/8" Elevation= 100'-0" 05 2 :/z- z 1/2• .1 1 a (411 1/4' Oia.A-36 A.9olts Plate L=1.-1w_W-10'.T=5/8' Elevation= 100'-0" 06 - -e---o- • i N 1.-0.. (4) 3/4" Oia.A-36 A.Bolts Plate L=1'-1" W=9" T=1/2" Elevation= 100'-0" 07 2 1/2" PROJECTION (U.O.N.) 1— I z J —J fL >- CO 1- 0 z BOTTOM OF COLUMN BASE PLATE ELEV. TYPICAL ANCHOR BOLT PROJECTION BOTTOM OF COLUMN BASE PLATE 1 STD = 1/2" TYPICAL COLUMN BASE PLATE DETAIL 1/2" DIAMETER CONCRETE ANCHORS (NOT BY VP) EQ. 1 • EQ. 1 f 1 1/4" OPENING WIDTH.] F 1 1/4" NOTE: 1" PROJECTION ABOVE BOTTOM OF JAMB CLIP FRAMED OPENING DETAIL On: filesry Prolky: 30450 Bldg: 1 Plane: 1 This Crowing is Sealed only as to the Components turnisneo oy vP Buildings -?;- j:7(P(n 1. CONCRETE. GROUT. ANCHOR BOLTS. AND ANY OTHER EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS 2. ANCHOR BOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS (FY = 36 1(51). ANCHOR BOLT LENGTH AND METHOD OF TRANSFERRING FORCES FROM ANCHOR BOLTS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. 3. DESIGN LOADS AND REACTIONS ARE FURNISHED ON OTHER DOCUMENTS. 4. FOUNDATION MUST BE LEVEL. SOUARE. AND SMOOTH. ANCHOR BOLTS MUST BE ACCURATELY PLACED AS SHOWN ON THIS DRAWING OR STEEL WILL NOT FIT. Building Cope: Live Ld(W/Trio Red) Coll. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Grouno Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97U8C 20.0 psf 0.0 psf 0.0 psf 80.0 mon C 35.7 psf 25.0 psf 3 3 4 NONE This Oremind. including the information hereon. remains tM property of vP Buildings. It is provided for Erecting tM Building descriaed in tiia applicaOle Purchase Order and snail not tie eladiffed. reproduced or used for any other purpose without prior written Approval of vP Buildings. iM Gen ral Contras or and/or Erector i; a�app1085�C110 con%•pfpy aennncwle�a E{{nfA nissorwinqq aaiiiatcal111nW1try itaindKdssDtf'tiininnoottoail3 ofot5Lporiryioracinglud lnq tM correct use Anchor' Bolt Malt • CA99029625-002 CA "-7527-01 .S • GATE By wI CHG Building Systems. Inc clsT Burlington Northern Santa Fe LOCAT10e PUGET SOUND. SEATTLE WA. WA PROJECT 4551 BURLINGTON NORTHERN NTS BOILO1fi wash S Maintenance Builoin 1t 11/08/! ( 1 2 1/2'1—: 2 1/2' III (4)3/4' Oia.A-36 A.Bolts Plate L=1'-1" W-8" T=3/8' Elevation= 100'-0' D2 1 T vI 2 1/2' ffl 0 2 1/2' (4)1 1/4' Dia.A-36 A.Bolts Plate L=l'-1" W=10" T=5/8' Elevation= 100'-0' D3 1 1 1 21/2'jJfi 0 2 1/2' (4)1 1/4' Dia.A-36 A.Bolts Plate L=1.-1' W=10' T=5/8' Elevation= 100'-0" D4 1 T to _S 2 1/2' I .' / 2 1/2' 1'-0' IL (4)1 1/4' Dia.A-36 A.Bolts Plate L=1'-1' W=10' T=5/8' Elevation= 100.-0' D5 1 2 1/2' 2 1/2' in vt (4)1 1/4' Dia.A-36 A.Bolts Plate L=1.-1" W=10' T=5/8' Elevation= 100'-0" 06 1 2 1/2" PROJECTION (U.O.N.) 1— U z J 0 z 4 BOTTOM OF COLUMN BASE PLATE ELEV. TYPICAL ANCHOR BOLT PROJECTION 1 BOTTOM OF COLUMN BASE PLATE — ISTD = 1 /2" TYPICAL COLUMN BASE PLATE DETAIL 1/2" DIAMETER CONCRETE ANCHORS (NOT BY VP) EO. I 3" • EQ. 1 OPENING WIDTH I 1 1 1/4" NOTE: 1" PROJECTION ABOVE BOTTOM OF JAMB CLIP FRAMED OPENING DETAIL Plane: 1 This Orating is Sealed only as to the Components furnlsned my VP Buildings :(PI?SS 1'2-23- / r OTHER EMBEDOED ITEMS ARE TO BE BY ALLOWABLE SHEAR AND TENSION PER :HOR BOLT LENGTH AND METHOD OF TO FOOTINGS ARE TO BE DETERMINED iEO ON OTHER DOCUMENTS. SMOOTH. ANCHOR BOLTS MUST BE ',WING OR STEEL WILL NOT FIT. Building Code: Live Ld(W/Trio Red) Coll. Ld (gravity): Coll. Ld (uplift): wind Speed: wind Exp_ Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary LoadS 97UBC 20.0 psf 0.0 psf 0.0 psf B0.0 mpn C 35.7 psf 25.0 psf 3 3 4 NONE tnls Or•ming. including the information nereon. remains the property of VP Buildings. It is provided for Erecting the Building descrioed in the applicable PurchSSS Order end snail not oe modified. reproduced or used for any other purpose mahout prior written Approval of VP Buildings. Toe den rel Contrac((or end/dr Ertctor s so1e1 responsiple for accurate. gdbd • ,ty I Aman ioC IS r rent in votm this inotlioGlicatls 59s ofdieio0r.ry bor.cans.uadin>qZart*oDram 0.cnne73 peM[orrnotseS Anchor Bolt m IE • J a CA99028625-002 CA9927527-01-0E- iEV GATE ay OESC. mama CHG Building Systems. Inc. am Burlington Northern Santa Fe LOCATIOr PUGET SOUND. SEATTLE WA. WA PROJECT 4551 BURLINGTON NORTHERN SCALE NTS BO1LOD Wash 6 Maintenance Building VP BUILDINGS VARCO-P*UO(N OATE 11/08/99 TIwE 19: 17 ofur/tICCR PAGE R00 BRACING MARK LENGTH DIAN 6R001 6R002 6R003 6R004 7R001 7R002 7R003 7R004 Q 1'-0' 26'-3 9/16' 0 5/8" 30'-10 13/16'0 7/8' 26'-2 7/8' 0 5/8" 30'-11 1/8" 0 7/8" 26'-3 9/16" 0 5/8" 30'-10 13/16'0 7/8' 26'-2 7/8" 0 5/8' 30'-11 1/8' 0 7/8' 0n: fllesry Projky: 30450 Bldg: 1 Plane: 6.7 1. A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE NOVEMBER 13, 1985. ALLOWABLE STRESS DESIGN 'SPECIFICATION FOR. STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" SECTION 8.(d)(1) 'TURN -OF -NUT TIGHTENING". 2. USE 1/2' DIA. A307 BOLTS FOR PURLIN TO FRAME. GIRT TO FRAME. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE J08 DETAILS FOR BOLT LENGTHS. 3. INSTALLATION OF ADEQUATE TEMPORARY BRACING FOR USE UNTIL CONSTRUCTION IS COMPLETE. IS THE RESPONSIBILITY OF THE ERECTOR. Building -Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Coll.: Ld (uplift): Wind`Speed: Wind Exp.Cat.: Ground Snow: Roof Snow: Snow Exp.Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC: 20.0 psf;: 0.0 psf 0.0 psf 80.0mph :. C 35.7 psf. 25.0 psf - 3 3 4 NONE. Mill °raring. including the Information Berson. refound the roDrty of yP rL,lmngs. It ill rovided for Erecting t s Building . MKrloedIn tha motioning Pis'Cneds Order and shall not be solidified. rero0uces r used for eny other porno's .itnout prior Written a00roaal of VP Buildings.. . T e (atin�rs�_rrr0ef Conttriac or end EEractr ,siding o cp.Onrie r1pseaserrifne r n'1� itiatf";s d, y ell t.aiil cabtlelpref�l00ninas tr.ct.cm .Dolan' oelr000eeril Iaicutlon. SOdnucrulualonag tnet[ar.Ktt use of r erery racing, IEt OATE SCALE By Disc: NTS Roof Primary wit CHG Building systems:' Inc:, Burlington Iorthern.Santa !e riounfa PUGET SOUND•"SEAT7LY mi,,:' pima 4551:BURLIIIGTON WORTH enumws • Wash & Maintenance Building -- Plane: 6. 7 GHTENEO IN ACCORDANCE WITH THE DESIGN 'SPECIFICATION FOR 1 A490 BOLTS- SECTION 8.(0) (1) TO FRAME. GIRT TO FRAME. AND GIRT TO IISE. SEE JOB DETAILS FOR BOLT LENGTHS. TRACING FOR USE UNTIL CONSTRUCTION )F THE ERECTOR. ri. 0. M 1 0 I 'a I'.3 w FL1CX1 FL1CX4 24.-0" 50.-0" This proving is Sealed only as t0 ow COa0OMOts furnisned D0 Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf. 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE 24.-0" vP 0ui101ngs Tnis Drawing. including ins lnforaetlon nereOft remains the Property of VP Buildings. It is provided for Erecting the Building descri0ed in the MP1uaDu PurCnase order end shall not De codified. reoroduce0 er used for any other DurOOse .ithOut prior written ao0rovel of VP Buildings. • le Mire! Contractor and/or Erector ui oiXg 20 c•ifllf rrepmaOCineiOijin0inissOra.my o 1Icaote 1P 0ufeiridin s Erection 0fui1i. ando0ealrl industry Scantier pertainin0 to of teapor010 DDr icinpluding the correct us' sEy DATE SV :EXPIRES Roof Primary 12-23- •, MUER CHG Building Systems, Inc. WSY S Burlington Northern Santa Pe Loua lOM PUGET SOUND,''SEATPLE MA,. MA.. PNO.ECT 4551 BURLINGTON NORTHERN' sC.LE NTS a11L01$ • Wash•& Maintenance Building CA99028625-002 .CA9927527-01-0E; 11/08/99. TIeft 19:1.8..: i PRIMARY PART -NO FLG THK X FL1CX1 1/4" X 5/16" X FLIR8X2 5/16" X 1/4" X FL1RBX3 1/4" X 5/16" X FL1CX4 5/16" X 1/4" X 8 1/2" 1'-6 3/8" 3 7/16" 2 @ 3'-5 3/4" 4'-9 1/4" 3'-7 3/4" 3" 3 ® 4'-0" filesry Pro)ky: FRAMING SIZE CHART WO WEB THK DEPTH APPROX.SHIP START/END LENGTH 7.0 .188 12.1/40.0 30.0 7.0 .188 40.0/40.0 16.6 5.0 .188 42.1/27.0 19.8 5.0 .134 26.9/12.1 9.5 5.0 .134 12.1/27.0 9.5 5.0 .188 27.0/42.1 19.8 7.0 .188 40.0/39.9 16.6 7.0 .188 12.0/39.9 30.0 30450 810g: ® SEE A325 1 Plane: 8 A325 BOLT CONNECTION CHART No 0ty Diameter Length 1 18 3/4" 2" 2 6 3/4" 2" 3 18 3/4" 2" BOLT CONNECTION CHART FB4104 FB4104 FB3044 0I mat AI FL1RBX3 FRAME CLEARANCES Vertical Clearance Under Frame at FL1CX1 = 46'-7 5/16" Vertical Clearance Under Frame at FL1CX4 = 46'-7 5/16' Horizontal Clearance Between FL1CX1 6 FL1CX4 51'-11" Finished Floor Elevation = 100'-0" (Unless Otherwise Noted) 0.500:12 05 504'1 ts^ a O m 8. FL1RBX2WWI 11.10111ta/111--111111111. 0 O m Ir. 0 O O fri m lt. 0.500:12 ■ a a 0 O 0 N N m m Cu IL 0 0 O m m 0 O w 0 O m m CI 60'-0" Elevation at Frame Line 18. FB4104 FB4104 FB3044 1 This °riming is Sealed only as to the Components lurntsneo try VP Buildings meet eta toms .. "arn- u fiwma sums a. ass mas um maimmia grit- arc nun mos At mmams meo mow mot 0* s sows or MID- Rolf[ eeM MI WINO Oft MI w se late elt ego t*W iggis_ rue -.ear. lt♦e1r. caret ant Mitts s1011111.--, marls- asses AMU. Raft r MIL Sell • 1l lE ! a► s stiff of . . mom RAMCE ewe- cow- cnces •' mr.ormat.aswassia•r" .;.t:. 1. A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE NOVEMBER 13, 1985, ALLOWABLE STRESS DESIGN "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" SECTION 8.(d)(1) "TURN -OF -NUT TIGHTENING". 2. USE 1/2" DIA. A307 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 3. INSTALLATION OF ADEQUATE TEMPORARY BRACING FOR USE UNTIL CONSTRUCTION IS COMPLETE, IS THE RESPONSIBILITY OF THE ERECTOR. Building Code: Live Ld(W/Trib Red) Co11. Ld (gravity): Co11. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE This Orering. including the informationhereon, remains the property of VP 9uiloings. It is promised for Erecting the 9uilding descrltrd to the eoplicagle Purchase Oder and shall not Se modified. reproduced Or used for any other surpass ritna.t prior rtttsn aoproosi of VP ditlaings. Tha Sonars) Contrec or ema/or Erector f poles, refpdnh told far actuate. good it*�"dre"on io in bocci ems t Oi.q n con • lui t�ts nq, •1 i 1 C�iptt.lsVP eYOrd ma �r ctioR OIIItiS on00 , (nystr� sewaor�prtetmty to of tS 0i Via/cin'rg1u01ng CnI Corr/Ct use Frame Elevation CA99021162S`=002:: CAf127527- TEr DATE SCALE rf OESC. NTS minumo CHG Building Systems, asTMA Burlington Northern Santa 'Fe - ' Locums PUGET SOUND, SEATTLE WA: NA:, PIOECT 4551 BURLING'POM MORTNSmn Ri1tO1K .... Wash f" Maintenance Building rTC;,t ✓ et VS. VV. ithttt 01 PROX.SHIP LENGTH 30.0 16.6 19.8 9.5 9.5 19.8 16.6 30.0 A325 BOLT CONNECTION CHART No Oty Diameter Length 1 18 3/4" 2" 2 6 3/4" 2" 3 18 3/4" 2" )LT CONNECTION CHART CCE WITH THE :ON FOR IN 8.(d)(1) RAMS. AND GIRT TO .S FOR BOLT LENGTHS. L CONSTRUCTION FB4104 f FB4104 FB3044 FRAME CLEARANCES Vertical Clearance Under Frame at FLICX1 = 46•-7 5/16" Vertical Clearance Under Frame at FLICX4 = 46'-7 5/16" Horizontal Clearance -Between FL1CX1 6.FLICX4 = 51'-11" Finished Floor Elevation = 100'-0" (Unless Otherwise Noted) 0 0.500:12 cT 0 0 O peg 0.500:12 a© 0 0 O 7 Cu la O 0 n. Elevation at Frame Line 1 ThtS Ore.mo is Seeley °MV as t0 the Components lurnlshed oV VP Buildings Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE ThtS Waring. including me information hereon. regains the pro0erty of PO Buildings. It is provided for Erecting me Building descrtosd in the applicable pureness Order and shall not oe 000221e4 reproduced Or vied for any other purpose .,thc.t prior written approval of VP Buildings. TO. general nnel tele for ace ate ral Contractor end/or nE Erector .11ng1n c0nsorfferenesanlnn nlssDraeian al! ql �Ca0I. Buildings Erection details andppee;xi na.stry St.nortl oertatning to ef•tee00rar0lobrac,229. tn• the correct use Frame Elevation \ar• MM.. ma +o:.: -o INU ..e g matt Anit• s Y rwv. • • vr.Mr MUM at NV MINI Mot NM ...r �. QM an V VP OVC Mit OM lima el= fldvgtflelg •WI- AL WAGE seta o■ CMS 6006 e.ar t .arum elide- VOL nrRL see= ne 60_61 006 Me taw Or i SC O tret bee e®NO 0 ai• isAtss- nrea spas rue flan= gong se[s or not raw o ass mar was a Accevaao w C7/. wan.- 06601 tOSSILL ALE Wit 0160 TOMO ne COMM Q M Yai eOLb 0001 /06OL Rea ALL Mae gaem ae gt fe[ Me Or tit net td , TYPICAL FLANGE BRACE CONNECTIONS w v. e.M err 00..ewt w — ON =V MOTES .q e . CA99028625-002 CA9927527-01-0E REV DATE BY oEsc. BUILDER CHG Building Systems, Inc. cusromR Burlington Northern Santa Fe' LOCATION PUGET SOUND.SEATTLE WA, WA PRO.ECT 4551 BURLINGTON NORTHERN SCALE NTS BUILDING Wash & Maintenance Building paTE 11/08/99 TIME" 19:17. coasetococ C171� !AGE,. '.• v►..le�aama A w rar OOO®OODO PRIMARY PART -NO FLG THK X FL2CX5 3/8" X 3/8" X FL2RBX6 1/2" X 5/16" X FL2RBX7 5/16" X 1/2" X FL2CX8 3/8" X 3/8" X 8 1/2" l'-6 3/8" 3 7/16" 2 a 3'-5 3/4" 4'-9 1/4" 3'-7 3/4" 3" 3 ® 4'-0" FRAMING SIZE CHART w0 WEB THK DEPTH START/END 7.0 .313 12.1/46.0 7.0 .250 46.0/46.0 6.0 .188 42.0/34.0 6.0 .164 33.8/22.1 6.0 .164 22.2/34.0 6.0 .188 34.2/42.1 7.0 .250 46.0/46.0 7.0 .313 12.1/46.0 On: filesry Pro)ky: 30450 Bldg: 1 Plane: APPROX.SHIP LENGTH 30.1 16.7 14.3 15.0 15.0 14.3 16.7. 30.1 A325 BOLT CONNECTION CHART No Oty Diameter Length 1 26 3/4' 2 1/4' 2 12 3/4" 2" 3 26 3/4" 2 1/4" SEE A325 BOLT CONNECTION CHART 9 1. A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE NOVEMBER 13. 1985. ALLOWABLE STRESS DESIGN 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" SECTION 8.(d)(1) "TURN -OF -NUT TIGHTENING". 2. USE 1/2" DIA. A307 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 3. INSTALLATION OF ADEQUATE TEMPORARY BRACING FOR USE UNTIL CONSTRUCTION IS COMPLETE. IS THE RESPONSIBILITY OF THE ERECTOR. (2)FB5104 FB5104 FB5104 FB4030 FRAME CLEARANCES vertical Clearance Under Frame at FL2CX5 = 46'-7 5/8' Vertical Clearance Under Frame at FL2CX8 46'-7 5/8' Horizontal Clearance Between FL2CX5 & FL2CX8 = 50'-11 Finished Floor Elevation = 100'-0" (Unless Otherwise Noted) 0.500:12 0 500:12 ggOg .� 5A4'-3" '- " Q5 O O a a N N O O N a a a a n "4 v FL2RB)C6 a a O pi. a O Ci. a ra O T1. O 60'-0" a a O M N FL2RBX7 a in O a m pi. Elevation at Frame Line 2 (2)FB5104 FB5104 a O FB5104 1 pri This Ore.ing is Seeled Only as to the Components flrnisned by VP A+ttmngs Building Code: Live Ld(W/Trib Red) Co11. Ld (gravity): Co11. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 pap 25.0 psf 3 3 4 `TONE FB4030 Ibis Waving. including tne information hereon. romans che property of VP buildings. It if provided for Erecting the Building described in the applicable Pureness OPOer and Shell not be modified. rabrodueed Or Wail for any Other purpose without prior mrltt.n Approval Of VP bu1101ngs. • Tlje �GGGeneyrr0a, soon rl"COOlnlstrr.ttor and/or nE Erector �.11ianMi*,1 n Cpn} io infe�r�Cnit1111nisO of t.00orry oracing. no rim 7IIyM .MVM.`.... ==i= 41i=M1a A1: n.aa >,a eapmnola . a"U4- Am Rat PIM ab PPM lialma Mar amps- ammo nowt SIm t Olin" Oda PM wag • tpat Is/IN t att Macao- name was at mom air epee O Pt rum Ns ow If! NM! maim- maliaNn allIallt RIR Snit IMO M pis tit MOM • at ga1/114 - PAW- ..m �t MIK atetc a.s •.t s: 00..e AS S. TYPICAL RANGE BRACE: 4. .X(PIRES- • 12-23- 5...,. ,. Frame Elevation CA9902s625-002 Jake CA!l27527 Ufa OeTE SCALE BY NTS W ILDER CHG Building Systems, Inc:.• u+srBurlington Northern Santa le.--- L OCATIO" - PUGET SOUND. SEwrn WA W1:. PROJECT 4551 BURLINGTON NORT> - KMAII4 wash 5. Maintenance•Buildina.'., MRE •• yr EAME. awn (II Sl.MEP wa. RT DEPTH APPROX.SHIP ART/END LENGTH 2.1/46.0 30.1 6.0/46.0 16.7 2.0/34.0 14.3 3.8/22.1 15.0 2.2/34.0 15.0 4.2/42.1 14.3 6.0/46.0 16.7 2.1/46.0 30.1 A325 BOLT CONNECTION CHART No Oty Diameter 1 26 3/4' 2 12 3/4' 3 26 3/4' ME A325 BOLT CONNECTION CHART 9 IN ACCORDANCE WITH THE SPECIFICATION FOR LTV. SECTION 8.(d)(1) GIRT TO FRAM. AND GIRT TO .10E1 DETAILS FOR BOLT LENGTHS. OR USE UNTIL CONSTRUCTION ECTOR. FRAME CLEARANCES Length Vertical Clearance Under Frame at FL2CX5 = 46'-7 5/8" 2 1/4" Vertical Clearance Under Frame at FL2CX8 = 46'-7 5/8" 2" Horizontal Clearance Between FL2CX5 S FL2CX8 = 50'-11" 2 1/4" Finished Floor Elevation = 100'-0' JUnless Otherwise Noted). (2)FB5104 FB5104 FB5104 FB4030 0.500:12 7 � 0.500:12 00 s ® 4,-3" " Q N U a 0 0 a 0 0 I. W a ri 0 aA W v a 0 rn R1 O v 0 Nl lD W a In 0 a W 0 0 ra v fA W Elevation at Frame Line 2 N U a El Tnas Orating ss Sealed only as to he Components furnished by VP Buildings Building Code: Live Ld(W/Trib Red) Co11. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE (2)F85104 FB5104 F85104 FB4030 This Orating. including tM vitami tson Mreon. regains tfle property of VP Buildings. It is orotund for Erecting the !Pulliam.; aescra.ed to the apollc.ole Purchase Order ana snail not be apostate!. reproduced or mall far any other purpose oa[Mut prior oration Aooro..l of VP flualOings. TM]pGtn.irr.l'ttCaonnstnr.ctoe .na/ornpErecter 3iti � n COIIIKo Infeorlc ltg is nis"oa Oal Ma , [Y,09 tr.«;on oast. 4•s l ar Orooar ,rect,olr Sncclludap ppearrt.inin0 co of eaaorary ar.cing, gtne correct use REV DATE BY Frame Elevation DESC. E.la— Elf NEMO • f.aa .haw ... .. .�.aafl vr.. iraa QM MIS NM AIME IMMEpa .w AMAMl .�wn v EOM �s EOM Roast aa¢ 4a ltlrprrlc Ma.- NIL RL¢ MOS a now stcroe rm ac aaTalan. aapa- sane Ram awn AMC ea.arm ww1 naf rem or as SteM 1 VOW stL7..IND w (p. 0W3- RAM IMO sit aop MN sees at M rest o war yew urea a sccem.aamsmoirell 1.01111112. Pun Men lump Mt Mw Ul nails- mom. i QaCe Maiq/N.9Qi affi. aC WL le re M MK "R • TYPICAL FLANGE BRACE CONNECTIONS ;.Trot., o,NE•111 Err taE AM..a. E..r two PERM .r..Imo. BUILDER CHG Building Systess, Inc. CUSTOMER Northern Santa Fe LOCATION PUGET SOUND, SEATTLE WA,. WA PRD.ECT 4551 BURLINGTON NORTHERN SCALE NTS BUILDING Wash sr Maintenance Buildi QUOTE 0 JlD a. . CA99028625-002 CA9927527-01-0E- 0.1E 11/08/99 Tlit 19:18 OIYa/Utat C-H_31DEODERg PRIMARY PART -NO FLG THK X FL3CX9 1/4" 1/4" FL3R8X10 5/16" FL3RBX11 3/16" 3/16" FL3R8X12 3/16" 3/16" FL3RBX13 5/16' FL3CX14 1/4" 1/4" FL3CI15 3/8" 3/8" FL3CI16 3/8" 3/8" 8 1/2" 1'-6 3/8" 3 7/16" 2 @ 3'-5 3/4" 4'-9 1/4" 3'-7 3/4" 3" 3 @ 4' -0" FRAMING SIZE CHART WD WEB THK DEPTH APPROX.SHIP START/END LENGTH 7.0 .188 12.0/38.0 30.0 7.0 .188 38.0/38.0 17.6 5.0 .188 31.1/29.5 9.4 5.0 .188 31.0/31.0 10.8 5.0 .188 31.0/9.1 9.1 5.0 .188 9.1/31.0 9.1 5.0 .188 31.0/31.0 10.8 5.0 .188 31.1/29.5 9.4 7.0 .188 38.0/36.0 17.6 7.0 .188 12.0/38.0 30.0 8.0 .188 24.0/24.0 18.2 8.0 .188 12.0/24.0 30.1 8.0 .188 24.0/24.0 18.2 8.0 .188 12.0/24.0 30.1 A325 BOLT No 0ty i 16 2 16 3 4 4 16 5 16 6 4 7 4 SEE A325 BOLT CONNECTION CHART On: filesry Pro]ky: 30450 8]og: 1 Plane: 10 1. A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE NOVEMBER 13, 19135, ALLOWABLE STRESS DESIGN 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS' SECTION 8.(d)(1) 'TURN -OF -NUT TIGHTENING'. 2. USE 1/2* DIA. A307 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 3. INSTALLATION OF ADEQUATE TEMPORARY BRACING FOR USE UNTIL CONSTRUCTION IS COMPLETE, IS THE RESPONSIBILITY OF THE ERECTOR. CONNECTION CHART Diameter Length 3/4" 2" 3/4" 1 3/4" 3/4' 1 3/4' 3/4" 1 3/4' 3/4" 2" 1/2" 1 3/4" 1/2" 1 3/4" FB4090 FB4090 F84060 FB3040 FRAME CLEARANCES Vertical Clearance Under Frame at FL3CX9 = 47'-6 3/16" Vertical Clearance Under Frame at FL3CX14 = 47'-6 3/16" Horizontal Clearance Between FL3CX9 S FL3CX14 = 52'-3". Finished Floor Elevation = 100'-0" (Unless Otherwise Noted) 4 4 c p3 • 0 5/16• ; k-- 30'-0 5/11a r 0.500:12 0.500:12 � © Q • " P+ 5 N 4'-a" O CI kl UI G v ,f in lT1 '0 to O n '0 to N a PI pa FL3RBX11 _ PL3RBX12 N J in ✓ i M U a u. a 20'-O" 2o'-A" 60'-0" N a I1 0 O fa w FL3RBX13 20'-0" Elevation at Frame Line 3 F84090 F84090 !..1 t % F84060 U 1 .1 'i This craning is Sealed only as to tine Cotponents furnished by VP BuitdingS Building Code: Live Ld(W/Trib Red) Co11. Ld (gravity): Co11. Id (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE F83040 This Brining. including the information Perron. remains the property of YP tuttdt"gs. It is praviptd for Erecting the Building destrioed in tine apolicaole Nooses* Order and snail not oe modified. raoroduted or usedfor any other purpose "ltMut prior ✓ attan approval of VP Buildings. TM General Contractor and/or Erector • solely responsiple for accurate. good it norewan Mp in erector tins! ui st7ro n ca+�orynte .ion tfis aa�1fl1aya olt..ils rfOu*rennntpp*d n flit 0ra.lnpp * a1T1)AWitry SCand.raasp iindnnn4dWvallf aroae1- *rection. *ACtuding tM tprretttusa df t.ioraly ora[in9. eEV GATE 50 Frame Elevation DISC. *Star- et Pas wan spas asttra mar et a�tae sun- seat sum was mg M us, ea teat • cum UMW • am PAL --PAR real! s M OM AO of tea met - -- -t er1N- Muss e1aa._ gm as www tarn It am es ire we10- norms /we. pile rat data i0 • at let : s et a mac F(AITr.E BIIIICE 60/110 TIONS ammo CHG Building Systess, InC f CUMBER Northern Santa Fs LOCATton PUGET SOUND. SEATTLE WA. . 101 PPG.LCT 4551 BURLING3'ON NORTHIRII SCALE NTS Wash 4 (Maintenance Building'. MITE a - - .. :A99021162S-002 NEP IZE CHART A325 BOLT CONNECTION CHART THK DEPTH APPROX.SHIP No Oty Diameter START/END LENGTH 1 16 3/4' .188 12.0/38.0 30.0 2 16 3/4" .188 38.0/38.0 17.6 3 4 3/4' .188 31.1/29.5 9.4 4 16 3/4' .188 31.0/31.0 10.8 5 16 3/4' .188 31.0/9.1 9.1 6 4 1/2' .188 9.1/31.0 9.1 7 4 1/2' .188 31.0/31.0 10.8 .188 31.1/29.5 9.4 .188 38.0/38.0 17.6 .188 12.0/38.0 30.0 .188 24.0/24.0 18.2 .188 12.0/24.0 30.1 .188 24.0/24.0 18.2 .188 12.0/24.0 30.1 ® SEE A325 BOLT CONNECTION CHART Plane: 10 GHTENED IN ACCORDANCE WITH THE DESIGN 'SPECIFICATION FOR A490 BOLTS' SECTION 8.(d)(1) TO FRAME, GIRT TO FRAME. AND GIRT TO ISE. SEE JOB DETAILS FOR BOLT LENGTHS. CING FOR USE UNTIL CONSTRUCTION THE ERECTOR. Length 2" 1 3/4" 1 3/4" 1 3/4" 2" 1 3/4' 1 3/4" cps FB4090 FB4090 O1 FB4060 u a FB3040 FRAME CLEARANCES Vertical Clearance Under Frame at FL3CX9 = 47'-6 3/16" vertical Clearance Under Frame at FL3CX14 = 47'-6 3/16" Horizontal Clearance Between FL3CX9 6 FL3CX14 = 52'-3' Finished Floor Elevation = 100'-0" (Unless Otherwise Noted) 4 4 0.500:12 0' 1-M m e 0 Rr - 0.LIJ 500:12 40 tD N A rr m as FL3RBX11 FL3EBXi •_ w 0 .f1.- 1111 1 1 _ -' I I 1 O v m d c J © o m c J O O LI I I 1 T 1 I I -1 1 1 I I 1�- FL3CI15 -- -• FL3CI16 I .I 1 1 1 l i I 2 0 ' - 0 ' 20' -0" 60' -0" 20' -0" Elevation at Frame Line 3 FB4090 F84090 X F84060 U a f+f w This Dra.lno is Sea1e0 only as to the Components furnished OE VP Buildings Building Code: Live Id(W/Trib Red) Co11. Ld (gravity): Coll_ Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC Z0.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 35.0 psf 3 3 4 NONE FB3040 Mks Ore.lnq. Including the Information hereon. ✓ emains cne Property of W. 8utldings. It ss pr0010e0 for Erecting the dullaing o escrib.0 in the aopl,c/0le Purchase Order ma snail not be 0001f2ed. re0romte0 sr used far any Other purpose .ltnout pr10r written approval Of VP Mu110tngs. The Gtnsr.l Contractor and/or Erector s Only rss00nsf0 a for accurate. g0o0 stvv +Or500nyntD In Irectln tMs a111g n COnl Ormince Itn tots OOOrrr 1 Oat IJs rttfsrenced in tntl Drann9y all .esgp) eaeie VP wallOtn s Er•et10O 0etalll tlnpoaIU 1n 0111"4 St.nOh4OS 0st.fntnn9q t0 Of pier ori',foricinplu0ln8 the corrept use REy DATE SCALE By Frame Elevation DESC. NTS a... 011.11.1 (Wm( r o ad WWII. Mil Me • 0., •a 1111 f... ,"+...,.wire. ars:\. - ( 1 wa - OSMI = ureaw =:.:====lCI f mom calla swtonesc e601- ALL fl/IQ MOM 16 CMS NORM .M! ft e5f*1(C tarn- sax rust was .w seam npt rear maw Oa a m s crs a .Of a®/.O oval sum- fl.m was ma imam goo or nw vac e0 000 yet WIN a aaww.0 car CO. ss1411- MOM. MEWL PUCE WO/ 611103 1ww k CORM Cr 1K OM= 164(.0.. UMW! MIRE Rai 4 WAIL EOM 0e 16( VAL sat 0r M CeaE eR TYPICAL FLANGE BRACE CONNECTIONS BUILDER CHG Building Systems, Inca CUSTOMER Burlington Northern. Santa -Pe LOCATION PUGET SOUND. SEATTLE W1, . W1 PROJECT 4551 BURLINGTON NORTHERN Bu1t01101 Wash 6. Naintenance Building. sure • Mem. 1 CA99028625-002 CA9927527-01-0E- wit. 11/08/99 TIME 19:17 comucwoi Gam. I I MARK EZW115 EZW119 ZP93 ZP94 ZP98 ZP99 SECONDARY LENGTH THK DEPTH 24'-11 1/2' 24'-11 1/2' 2B'-1' 24'-5 1/2' 28'-1' 28'-1' .120 _120 .120 .120 .120 .082 8.5 8.5 8.5 8.5 8.5 8.5 © JCP052050 �?] PSM03044 a 1- -o- * Denotes A325 Secondary to Frame Connection 0n: filesry Prolky: 30450 Bldg: 1 Plane: 6.7 1. UNLESS NOTED. USE 1/2' DIAMETER A-307 BOLTS FOR PURLIN LAP. PURLIN TO FRAME. FLANGE BRACE TO FRAME. AND FLANGE BRACE TO PURLIN CONNECTIONS: SEE JOB DETAILS FOR BOLT LENGTHS. 2. WINO. FLANGE. AND PURLIN BRACING ARE AN INTEGRAL PART OF THE ROOF STRUCTURAL SYSTEM ANO SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL ANO ROOF SHEETS. ' REMOVAL OR ALTERATION OF ROOF BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. WHEN SAG ANGLE SLOTS IN ADJACENT PURLINS 00 NOT ALIGN OR ARE OMITTED. FIELD-BENG A SAG ANGLE TAB ANO ATTACH TO PURLIN WITH A SELF -DRILLING STRUCTURAL FASTENER. ' 4. SAG ANGLES ARE NOT REQUIRED IN BAYS THAT ARE 16' OR LESS. EZW119 EZW115 .. 1L Y I ZP99 i� 1 1 ZP99 l ®- ... '4111111V 1 I` I li 1 ZP99 1 ZP98 ZP99 I ' ,/. ZP98 ZP93 .,4igIIIIIIIIIIrI ZIMMIIIINM i -,, _ II SA4047 (TYP. ) I 1 , ZD4II r44 1— -- -- - + ti ,..� I I ' 7949 1 I on i I I 1 1 t II arya - I EZW119 ZW11 Tnis Ora:ilns ie Sealed only as to the Components furnisnep by vP Buildings Building Code: 97UBC Live Ld(W/Trib Red) 20.0 psf Co11. 1.d (gravity): 0.0 psf Coll. Ld (uplift): 0.0 psf Wind Speed: 80.0 mph Wind Exp.:Cat.e C Ground Snow: 3S.7psf Roof Snow: 25.0 psf Snow Exp. Cat.: 3 Seismic Zone: 3 Building Use Cat.: 4 Auxiliary Loads- NONE Tnlsp-awing. including the lntorMtlon wean: - remains the property of w Buildings.. It is provided for Erecting cne flutld:n* described in tne apollcaole Portnese Order and sna11 not M madiele0. reOr0OKed or used fa' any diner purees* witMUt prior Witted Approval Of VP Bulldings. ]Tg2p Ger*yrll CC,VKtor ono/ e for ornfpfKtof twdllllllgif ate"" orottnd w•tn11 t11itn1l�op all 1IO1 Caetil70 00.1d nai 1'*012o�nlpOaaiii l's Opei{TT ��tmrf snt�Oiudaing tnpt it [tt usa of temporary Orating. FEY DATE ST OESC Roof Secondary WWILDE? - CHG Building Systems, tusTH lington Northern Santa LOCATION " ' PUGET SOUND, SEATrLE WA:".11A etioa 4551 BURLINGTON' NORTH..: SCALE NTS Wash & Maintenance Building, v01L..:r.rrems' CA910211625-O02 . CA9!`'fs2'1 eatce TD Frame Connection !: 6.7 5 FOR PURLIN LAP. 3 FLANGE BRACE TO PURLIN CONNECTIONS. TEGRAL PART OF THE ROOF STRUCTURAL SYSTEM ERECTION OF NALL AND ROOF SHEETS. 3UT PRIOR AUTHORIZATION IS PROHIBITED. 3 NOT ALIGN OR ARE OMITTED. FIELD -BEND 1. SELF -DRILLING STRUCTURAL FASTENER. aE 16' OR LESS. EZW119 EZW115 O 0 ID it { EIS ZP99 ZP99 ZP99 1 ZP99 LYNNE ZP" ZP99 ZP99 ZP99 4'1 If SA3075 ZP98 ZP99 ZP98 1 I 1 7P9R sava RPOO * EZW119 SA4047 (TYP.) 24'-0' 141 * P93 ZP99 ZP93 (1 r7ci 'T4 EZW115 This Brewing is Sealed only as to the Components furnished by vP Building Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C" 35.7 psf 25.0 psf 3 3 4 NONE 24'-0" This Brewing. including the information nereon. remains the prooerty of vP Buildings. It is provided for Erecting the Building described in the •ppl:cecle PUrcnase Bream end shell not be sod reproduced or used forany other purpose without Orior writGteen Approval of tVP Sella:hes. jTTh olyulyryparresl0ontt�fsi ole fooidiccu..t.. 9000 BUIloifg j0kcplf Oroylilnneere1ni ifli snis Dr O!t ils ,...nett ferenceo n th s Oraoin allwtn 1 Ca0le yP I�Iildin s Erection atatl's andcpa Inoustry 51.noardi pertammc to Properperectioon. including the correct use of * 1. 4. Roof Secondary OWT£ • CA99028625-002 CA99 27527-01-OE-- REV GATE By OESC. BUILDER CHG Building Systems, Inc. cusT0ER Burlington Northern Santa Fe LOCATIOw PUGET SOUND,.SEATTLE WA, WA. PROEcr• 4551 BURLINGTON NORTHERN. SCALE NTS Wash & Maintenance Buildina- VP ,BUILDINGS .VARCO-PRUDEN OaTE 11/08/99 TIIE .• 19i18. G3 PAGE T' i On: filesry Pro)ky: 30450 810g: 1 Plane: 2 1. UNLESS NOTED. USE 1/2" DIAMETER A-307 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT. JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. This brewing is Seeley only es to In. Cowponents furnished dy P .,tldtny$ Building Code:... .. 97UBC Live Ld(W/Trib Red)'20.0 psf Co11. Ld (gravity): 0.0 psf. Co11. Ld(uplift): 0.0 psf Wind Speed: 80.0 mph Wind.Exp: Cat::.` C Ground Snow:. 35.7 psf Roof SUM,: 25.0 psf Snow Exp. Cat.: '3 Seismic Zone: 3 - Building Use Cat : •4 Auxiliary Loads NONE inn drawing,. ineluol the inforaetlon hereon. remeias the property of VP e.ildingi.'' It'1s provided for Erecting the Building descripeO in Lila 80a1lce01e Purchase Order eio snaf1 not de modified. reproduced De used for any other purpose without prior'- w written approval- of VP. aulldtngs. .. . . '86.n.1 r.8tt..tofurf an/pEeinnc,r��Nt .�. snq1^Cuntnpn an�mCnnpss e.n8.1Oft IIerdflaSeniilsnboi s f.t.1O n.io~ng 00 .8rcornst use • • mEr O'TE SCALE er NTS.. . Wall- -Secondary: sun omOt MG Building Systems, -Inc:` astBurlington Northern Sinta=li 6ocaTla .. PUGET' SOUND, SV .1TLB i pfOEtt 4551' BURLINGTON Wash & Maintenance Building; 2ii25=002 : "C1[! Z7S27 2 FOR GIRT LAP, GIRT TO FRAME, JAMB AND HEADER CONNECTIONS. OF THE WALL STRUCTURAL SYSTEM AND ON OF WALL AND ROOF SHEETS. T PRIOR AUTHORIZATION IS PROHIBITED. Far-0" WALL ELEVATION AT This Grooming is Seeled only as to the Components furnished Dy VP Buildings". Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Co11. Id (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads • 97UBC 20.0 psf. 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE This priming. including the information hereon. remains the property of VP Buildings. Itis pro.ldeo for Erecting the Building Cescridedin the eppllceple Purcnese Ceder ODD shell not De Nodifled. reproduced or used for eny other purpose rlthout prior written Approval of VP Buildings. TM G ie1 tnrect oend/orErector poo keistv 1ynlngs dAglntrorecteneenntnisO ororo.mlvP 10nostainC.IdusryStteenderoferniePto Proper erection. the corrt use f enorrtracing. s Wall- Secondary fr OmE e CA99028625-002 CA99 27527-01=0E, REv DATE 8y OESC.. BUILDER .. CHG Building Systems, Inc_ am Burlington Northern Santa Fe LOCATION PUGET SOUND, SEATTLE WA. WA PROJECT 4551 BURLINGTON NORTHERN SCALE NTS BUILDING wash & Maintenance' Building_. DATE'. 11/08/99. T1I 19:18 musiOccs a©ooaaoo SECONDARY MARK LENGTH THK DEPTH 4CG30 20.-6" .065 8.5 4CG31 14.-10 1/2" .065 8.5 4CG32 19'-3" .065 8.5 4ZG33 20'-6" .073 8.5 4Z634 16.-6" .059 8.5 42G36 20'-10 1/2" .059 8.5 4ZG37 23"-2 1/2" .059 8.5 2035 20"-10 1/2" .059 8.5 ZG40 23'-2 1/2" .059 8.5 GFA102 5'-0" 4'-O" 3'-7 3/4" 3" 3'-4" 1'-6" 7' -2 1/4" FOD -LOC- MARK 1 HEAOR 11CW153 1 JAMBL 11CW149 1 JAMBR IICM151 On: fllesry Pro)ky: 30450 Bldg: 1 Plane: 4 FRAMED OPENINGS LENGTH 3'-4' 7'-7 1/4" 7"-7 1/4" THK DEPTH. .059 .059 .059 1. UNLESS NOTED, USE 1/2" DIAMETER A-307 BOLTS FOR GIRT LAP, GIRT TO FRAME. FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.. 3 RS 10 3 RSB10 2 4ZG43 4CG31, J 3JBC1 (2)RKC15,(3)RSB10,(3)RSC10 ZG35 ECJ 5 ZG35 ZG35 N35 ;G35 4CG3.2 20'-0" 4.k WALL ELEVATION AT WR This Orawlnp ls'Sealed only as to [no Components furnished Building Coder 97UBC Live Ld(W/Trib Red) 20.0 psf Co11. Ld (gravity): 0.0 psf Coll. Ld.(uplift): 0.0 psf Mind Speed: 80.0 mph Mind Exp. Cat.:C Ground Snow: 35.7 psf Roof Snow: 25.0 psf Snow Exp. Cat.: 3 Seismic Zone: 3 Building Use Cat.: 4 Auxilia Loads NONE. sT VP 9u*1dI.Ss Tnls Griming, inClualn9,tni tn/d'Yt1an nerean. remains the property of vp Buildings. 1t'is Drayton, for Erecting the Building described 1n the soplica,le Purchase Order . and snell not as molfie0. reproduce, or used for any atner purpasf without prior written Approve' of v0 9uUaings. The 0ri5ral Contractor ano/or Erettar *iatv.a ;Igi0 1*1 sr.Yn'e"�R�:°;a9eoa aawwl* 0.t••l1f rut.'fnc, n this groin,, •I1fppol [tlle vP eulltllnas �rfCtlon Oatai4' am4Oe.rU inoustrV Stanaro{ p.rtaln,nngf to Ofatfapr.rvlDrKing lUd ieq CM CmrrKt usf DATE ay OESC. NTS Wall Secondary NILOER CHG Building Systems, Incr..," arsT Burlington Northern Santa Pa maim . - PUGET SOUND. swami BR PROJECT .. 4551 BURLINGTON NORTHER' .. e"1LOlmO wash & (Maintenance-Buildina; CA990211625=002 :- - C319 151 FOP -LOC- MARK 1 HEAOR IICW153 1 JAMBL 11CW149 1 JAMBR 11CW151 Plane: 4 FRAMED OPENINGS LENGTH THK DEPTH 3'-4' .059 7'-7 1/4' .059 7'-7 1/4' .059 07 BOLTS FOR GIRT LAP. GIRT TO FRAME. TO GIRT, JAMB AND HEADER CONNECTIONS. GRAL PART OF THE WALL STRUCTURAL SYSTEM AND TO ERECTION OF WALL AND ROOF SHEETS. NG WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. t :� :G35 LP' G35 G35 20'-0" L3 RSC10 3)RSB1O2 'RC1 (2)RICC15,(3)RSB10,(3)RSC10 --I Zg30 1940 ZCI4 0 ZG40 7G40 zG4o 4ZG34 4CG3j JB61J : C1 15'-2" 20'-0" •-nn ZG35 ZG35 ;G35 ZG35 g,G35 G 5 ;G35 ZG35 ;G35 4CG32 20'-0" WALL ELEVATION AT WR This Crewing is Sealed only as t0 the Components furnished by yP Buildings Building Code: Live Ld(W/Trib Red) Co11. Ld (gravity): Coll. Ld (uplift). Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE Tnis O.-awing. inducing the information hareOil. remains the property of yP Buildings.. . It is provided for -Erecting the Building describes in the applicaole Purcnase Order and shall net Oe maaified..rsproaucea. Or used for any other purpose Nitnout prior written Approval Of VP Buildings. Tne General Contractor and/°rnEErector ueiimaiif,9 an ce oiina°y1eeait i ,tnttliiinisgOOtl . all '" 1 c.bisliVP u`i'nCfpsO ��eciiono-oetetis gat:,71 1naustry Stanaara{ ppaartaininp to 0rrytbrricingluatng•cne correct use • i Wall Secondary rtE a JOB a_ CA99028625-002. CA9927527-01=0Ea: REV GATE By ail HG Building Systems, inc. CUSTOMER Burlington Northern Santa Fe LOCATION PUGET SOUND, SEATTLE UA, WA MAC, 4551 BURLINGTON NORTHERN SCALE NTS mi1LOING Wash & Maintenance Building: 'VP BUILDINGS vAaCo-PRUOEN OATS 11/08/99 TiE 19:18. ORANICRECK PAGE 1 a a D 0 Q a MARK CGO ZG10 ZG11 ZG15 ZG16 ZG2 ZG8 SECONDARY LENGTH 24.-11 1/2" 28.-7" 25.-5 1/2" 28.-7" 27.-7" 27.-1" GCC072084 4'-0" 3'-7 3/4" 3" 1'-0" ROD BRACING THK DEPTH MARK LENGTH DIAM .082 .120 .120 .065 .065 .059 .065 8.5 6.5 8.5 8.5 8.5 8.5 8.5 3R005 3R006 3R007 32.-0 1/16" 1 1/8' 26.-1 5/16" 1" 31.-5 5/16" 1 1/8" * Denotes A325 Secondary to Frame Connection 0n: filesry Projky: 30450 8]dg: 1 Plane: 3 1. UNLESS NOTED, USE 1/2• DIAMETER A-307 BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME. FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOH DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. ( 3ROD ZG16 6 _ 1 ZCZ16 1106 ` r G G15 ZG16 * Illit.q-... IZG16 Zg16 1 Z Zg16 514 r-_. I 915_ ' i i ZG8 SBRO8 (TYP.) • s ZG2 • ZQ2 : - _ZG2 - ZQ2. J 9y .O `y. ZC12 - CGO CGO f",15-Lc . SO'-0" WALL ELEVATION AT WB VMS Crewing Is Sealed only as to tilt Components furnished by VP Buildings Building Code: Live Ld(W/Trib Red) Co11. Ld (gravity): Co11. ld (uplift) : Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.:. Seismic Zone: - Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE 'nil graving. including the information hereon. remains the property of VP Buildings. ft Is provided for Erecting the Building described In the adalicable Purchase Order and shall not be aa0lfied. reproduced or used for any other cartes/ without prior Written approval of VP Buildups. TnsGeneanl Cbhtrcrlia/rErecr al1�i�4ferection min ialQnd°7oncanenits.nd, iqQlldty.oiinot aiilndusrSt.nwasartnigto- 01pe00oeveOcingaalp the crra q use Wall Secondary. p9902U2S-00 s* 12752' REV CITE SY OF -SC. SAUNA MG Building Systems;:- assumes Burlington Northern Santa V.. LGGTIdf > PUGET SCUM. SE AT1LsVA,' ,.• MM _- maw .. .. 4551 BURLINGTON MORT -> SCALE NTS f1 I1LoIIi - -. Nash & Maintenance Building: w[. ROD BRACING MARK LENGTH DIAM 3R005 3R006 3ROD7 32.-0 1/16" 1 1/8- 26'-1 5/16- 1" 31.-5 5/16- 1 1/6- Frame Connection le: 3 3 II RODc , zc16 .s. ' Z �r ZG16 ZG16 N16 ZGl®� Z 16 W1111111111 SBRO8 (TYP.) + Z Z 8 lbS ZG2 ZG2 ZG2 _ ZQ2 Oy O Zr ZG2 CGO CGO Qoo Caf 4,4c-t_:l af: C �> 040'y kZG1x. 50•-0" WALL ELEVATION AT WB This Droning is Sealed only as to the Components furnlsned by VP Buildings LTS FOR GIRT LAP, GIRT TO FRAME, IRT, JAMB AND HEADER CONNECTIONS. PART OF THE WALL STRUCTURAL SYSTEM AND ECTION OF WALL AND ROOF SHEETS. TROUT PRIOR AUTHORIZATION IS PROHIBITED. Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: • Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE This Ora.ing, including the information hereon. remains the property of VP Buildings. It is or°Ades for Erecting the Building described in the applicants Purchase Order and mall not be .odiliem reproduced or used for any other M CMOAC .IthOUt prior w ritten Approval of VP Buildings. T`ma General Contractor and/or Erector 1Wps1l olel�yjrnesposnsnhsioylann r°re�ctaccn(uldrfate. good 1Tt dnifip0qg bitcoiiii'o' lerff�Krll1el�tfEE'{{n [Its1�; Gr..i q, an▪ ti ra1T' industryvP Stenos, Oertiinins to is Properraigludinq the correct use fPyorcn REv OATE By OESC. Wall Secondary auIuza CHG Building Systems, Inc. QaT(UER Burlington Northern Santa Fe LOCATION PUGET SOUND, SEATTLE WA, WA PROJECT 4551 BURLINGTON NORTHERN SCALE NTS BUILDING _. Wash & Maintenance Buildina. QUOTE s Ja P. .. CA99028625-002 . CA9427527-01-0E, VP BUILDINGS . VARCO—PRUOCN DATE 11/08/99 . t1NE 19:19 awal/ofeCK PAGE �` MARK CGO ZG10 ZG1i ZG15 ZG16 ZG2 ZG8 SECONDARY LENGTH 24'-11 1/2' 2W -7" 25'-5 1/2" 28'-7" 27'-7" 27'-7" 27"-1" ROO BRACING INK DEPTH MARK LENGTH DIAM .082 .120 .120 .065 .065 .059 .065 8.5 8.5 8.5 8.5 8.5 8.5 8.5 5R005 5R0D6 5R007 32'-0 1/16" 1 I/O" 26'-1 5/16" 1" 31'-5 5/16" 1 1/8" ® GCC072084 0 5'-0" ® 4'-0" 0 3'-7 3/4" 0 3" Ca l'-0" * Denotes A325 Secondary to Frame Connection On: fllesry Projky: 30450 Bldg: 1 Plane: 5 1. UNLESS NOTED. USE 1/2w DIAMETER A-307 BOLTS FOR GIRT LAP. GIRT TO FRAME. FLANGE BRACE TO FRAME. FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. ZG16 SRODe ZG15 540D6 ix ZG16 ZG1. 4 ZG16 ZC{16 ZG16 s �� ZQ_1 _.09 s Gll , ZG8 i SBRO8 71G _ S. (TYP.) - - ; ZG2 m •S ZQ2 ZG2 a ZQ2 ■ ZG2 h 09 ZQ2' CGO CGO WALL ELEVATION AT WF This Droning is Staled only as to toe CSAs:masts furntsne0 s► M Buildings. Building Code: 97UBC Live Ld(W/Trib Red) 20.0 psf Co11. Ld-(gravity): 0.0 psf Coll. Ld (uplift): 0.0 psf Wind Speed: 80.0 mph. WindExp.. Cat.: C Ground Snow: 35.7 psf Roof Snow:_ 25.0 psf SnowExp. Cat.:'. 3 Seismic. Zone: 3 Building Use Cat.: 4 Auxiliary Loads NONE Tntf drawing. inclu0ing the inlormation neresn. remains the propertyof vP Buildings. It. is provided for Erecting the Building sescriass in CM a0011cae1e PUKnase craw. and snail oat of .00itie0. rasroOicea or tiffs for any otnsr purpose umlaut prior written Approval of VP Buildings. TMrrp'arnl ��Caponnnsftnra/saraltr and/or�tlyElrettor �aoansg10� o ilarptacl 0021C° n islssd'arinq, 0no0�eeorll 0MullrpSt0Mb.O■ 0Mr :\n2Gnl° urfat . Of tafp�fiec'v iareanpludin. cne cdrreet use Wall. Secondary. fiEv oast, sCALE, - IV NTS• But CHG Building Systeis.-Inc. Burlington Northern Santa -Fe' Lawton PUGET SOUND, SEATTLE NA, muEtr 4551 BURLINGT'ON NORTHERN" BUILDING Wash _6. Maintenance.Buildino, CA9902E425-002, - CA9 ROO BRACING MARK LENGTH DIAM 5R005 5R006 5R007 32'-0 1/16" 1 1/8" 26'-1 5/16" 1" 31'-5 5/16" 1 1/8" r to Frame Connection Plane: 5 7 BOLTS FOR GIRT LAP. GIRT TO FRAME, TO GIRT. JAMB AND HEADER CONNECTIONS. RAL PART OF THE WALL STRUCTURAL SYSTEM AND D ERECTION OF WALL AND ROOF SHEETS. G WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3 ZG16 ZG16 5RODE I iZG15 - 5g096 _ 11 i 1 1 1 1 ZG16 * ZG1•S 1 In I I ZG16 Zg16 I 10 1 ZG16 1 Z 1•.09 1 I� ZG15 - 1 1 1© I I � - - ZG8 - __ AL -1 -. SBRO8.(TYP.) ZG: SA� 4 * ZG2 S ZG2 Alp I ZG2 ZG2 1113 I I 1 I ZG2 09y Zg2h4 1 I Ef I I© I ra • C CGO CGO WALL ELEVATION AT WF. inks Ore.ing is Sealed only as to he Components furnlsned by vP Buildings Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE This Craning. including the information hereon, remains the property of vP 8ulldinys. 1t is provide', for Erecting the Building ',estrum in the appl keel. Purchase Order end snail not Pe modified. reproduce° Or ufed for any other purpose .ith°ut prior mitten Approval of vP Buildings. Thfs) glara1 C°ntrKtor an',/prn(prectol' 11liilln/llmort 10l0mal fi1nc!'e.r iLAitlfisn Ifro', alli Ofptmi0aaic'yi onicingluding too correct use Wall Secondary QUOTE a JOB a CA99028625-002 CA9927527-01-0E.: pEv DATE BY OESC. BUILDER HG Building Systems, Inc. am Burlington Northern Santa Fe LOCATION PUGET SOUND. SEATTLE WA, WA PROJECT 4551 BURLINGTON NORTHERN SCALE NTS ROOM " Wash & Maintenance Building_ VP BUILDINGS VARCO—PRUOEN DITE.. 11/08/99 .. TIME 19:19 - OAmN/uiiCR Part ` .,. SHEETING MARK LENGTH THK COLOR (FINISH) SSR1 CITY 29'-e 13/16" 24 Stanoard Color (GALVM) FIELD LOCATED ACCESSORIES DESCRIPTION 1 Door Kit OK150-e2 3070 Insulated Solid/H Q Start Panel Dim. 1'-0" (Cut Oim.= 1'-i") On; filesry Projky: 30450 Bldg: 1 Plane: 6.7 1. Install Sheeting From Right to Left 2. PR.E-DRILLING 1/8. DIAMETER HOLES FOR ROOF STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE PURLINS, NESTED PURLINS, PURLIN LAP LOCATIONS, AND/OR SECONDARY STRUCTURAL BEAMS 3. ROOF SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 4. SEE J08 DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. Pis RGCF06 SSR1 READ RGCM , (5 06. 1 RGICF (26 (5) 1 SSR1 READ r — This Craning ti Sealed only as to the Components furnish.* by VP Suil0inos Building Code: .. 97UBC Live Ld(U/Trib Red)•20.0 psf Co11. Ld (gravity): 0.0 psf Co11. Ld (uplift): 0.0 psf Wind Speed: 80.0 mph. Wind Exp. Cat.: C Ground Snow:..- 35.7 psf Roof Snow: 25.0 psf Snow Exp. Cat.: Seismic Zone: Building. Use. Cat.: Auxiliary Loads 3 3 . 4 NONE. 0 (26 *Gaul Tnis drawing, lnctudlnq the rnfor..tion' ll.r.on, rennin, the Property of YP.autloings. It el provided for Erecting, the auildlny • eaScrtbsd in LM 'ashcans Pirthesa Greer and snail not be nodlflsd, reproduced r-us.d far any other purpose without prior . written Appra.al of vP autloines., • M .l� con nnnaytfrnr.ctorr Mq/er1yl£r ctar 'i� tik[ for lfl'l1AC ^i11 L� 7ed'M1 a iwsg0dl1Cab*. w �UUat s tr.etton G.ui*s anpppaalll :nasstry St.narnel prt.tntno to of t/�arSTlro *Cinglu.inq tn. Crr.Ct use 10 414 t 1 Roof Sheeting. , Awe talal[ a :•�:.� .. - " C719l02if2S=002 =`Wn75: matt DATE 07 oesc: SCA" NTS mICCHG Building Systems; Inc.' - Burlington Northern-Saita-!!-: LO Arl0. .. _ PUGET SOUND, SQATTLIU IAA. POSACT - 4551 BURLINGTON NORlNENu= aUltD hash 6, Maintenance Building-:.' ;H) for (GALVM) b13d/H = 1.-1+) ne: 6.7 )F STRUCTURAL FASTENERS l'ED PURLINS. PURLIN LAP 3EAMS STRUCTURAL SYSTEM. IORIZATION IS PROHIBITED. 3STUNER SPECIFICATION. I t I 1 1 1 t 1 1 I. 1 I I I I I I I I i SSR1 1 1 I. 1. 1 1 1 1 1 I --- RGCM)6 REQD(24) '5)RG0410 i I I 1 I I I 1 I I t I I t I I 1 1 I RGCFO6,(5)RGCF10 SSR1 - 1 I I. I 1 I 1 I 1' I t 1 I 1 I I 1 I REQD(2 ) 01 1 1 This Ora+ing is Sealed only as to the Components furnish.d py VP Buildings Building Code: Live Ld(W/Trib Red) Co11. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph. C 35.7 psf 25.0 psf 3 3 4 NONE Tata Gre+tng. including tne information hereon, remains the property of VP Bullaings. It is provided for Erecting the Building Mscribs0 in the a00licaole Pureness Oroer and shall not De modified. reproduced or used far ea other ourpose +Uncut prior mritten aoDroNl Of VP Pinatas.TT:GenContractor and/or 11Erector r TdnQOt n�rcnuggqr.sarooad all app0l maple YP Wilaings ersetion Oft117s and 111 1nOustry Stanaaroi pfrtainin to ofateaa�o irito.cfnglu0ing the correFt use OFv OATE By OESC. Roof Sheeting mnuma HG Building Systems, Inc. txlsr Burlington Northern Santa Fe LOCATION PUGET SOUND, SEATTLE MA, WA PACLECT NORTHERN SCALE NTS mutstirm Wash & Maintenance•Buildina MOTE • JOB • .. . CA99028625-002 CA9427527-01-0S; VP BUILDINGS VARco-P*UDEN CATE - 11/08/99 TINE 19:18 comigiosoi e . PAGE. viz, TRIM FOR MARK LENGTH COLOR (FINISH) BSI Egyptian White (KXL) GGC1 Egyptian White (KXL) uT10 10*-3Egyptian White 0((l) PCC1 Egyptian white ($h) • PPC2 Egyptian white (SP) PRFI Egyptian white (KXL) RFR10 10"-0' Patrician Bronze (KXL) FIKF18 15*-3' Egyptian White (SP) RKF20 20*-3' Egyptian White (SP) On: filesrii Projky: 30450 Bldg: I Plane: 2 FOI MARK ST10 ' • ' - .•„ • 1. Install Sheeting From Left to Right 2. WALL SHEETS ARE AN INTEGRAL. PART OF THE STRUCTURAL SYSTEM, :• - REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 2. PRE -DRILLING 1/8' DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS - MAY BE REQUIRED AT 11 GAGE GIRTS. NESTED GIRTS. GIRT LAP LOCATIONS. AND/OR SECONDARY STRUCTURAL BEAMS LENGTH 10' -3" TRIM COLOR (FINISH) —.Egyptian White (SP)., • . _ . STEVER)ST10,(3)R2M10,RIMX,RICElIbl„PCC1,pRF1 .1 • 13SI,GGC1,PCC1,PRWEFR10,RKF15,RKF20:9I WALL ELEVATION AT WL • . Trite Oreolng IS Sealed only as tO tne Eoeponents forntsnea byavIV Elutlaines ' • 'r • , Building Code: -97UBC Live,Ld(N/Trib Red) 20.0-psf Ld(gravity):,0.0 psf Coll. Ld (uplift):' 0.0 pal Wind Speed: : 80:0 sopW,:, Wind Exp.. Cat.: . C ' Ground Snow:- ' , 35.7 psfi Roof Snow: ' - 25.0 psf,;-f Snow Exp. Cat.: 3 Seismic Zone: 3 Building Use Cat.: 4 Auxiliary Loads . NONE . . . Tnts'Oraoins. including in( information nereon. remains tne property of vP Buildings. • — • „.. • prootenta ter Erectsng.tne Buttons eescrinen tn the twottceete nurenese Order e nd snell not be imatflee..-reoroduced • • o r used for. eny °that -purpose ostnout Prior iritten-soprovel of VP Outlatnes. plogi4;aolgior ..dia, E n. ...„, _ 01:19.0 !Air acc.47:torgo., Tim, rill ;claw affirc,Leacra, tn.; fpfhiect.trs ""4:41. 61.1t4n°62-11- .„ tnt24;;n2 'la' s v t use REV DATE ST OESC- SCM.ENTG Wall Sheeting CHG -Burlington Northern-SantaJW,., PUGET SOUND. -SHATTLE'lliti:' PROJECT 4551 BURLINGTOMAIONEMUOU ammo* Wash s Maintenance Buildina NISH) te (KXL) te (KXL) te (KXL) te (SP) te (SP) te (KXL) onze (KXL) te (SP) te (SP) lane: 2 F00 MARK ST10 LENGTH 10'-3' TRIM COLOR (FINISH) Egyptian white (SP) BSl,GGCl,PCCl,PRIr)RFR10•RICF16,1M2.0,(3)STFlC3)ST10_(3)RFR10,RICP16,R1CFbI,GGC1 PCCl,PRF1 1 I 1- WALL ELEVATION AT WL This Drawing Is Sealed only as to an. Caoonents furnished by VP Buildings STRUCTURAL SYSTEM. :HORIZATION IS PROHIBITED. :ASTENER SPECIFICATION. ILL STRUCTURAL FASTENERS :O GIRTS. GIRT LAP BEAMS Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Co11:.Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.,: Auxiliary Loads 97UBC 20.0 psf 0.0,psf 0.0 psf 80.0 alpha, C 35.7 psf:-: 25.0 psf 3 3 4 NONE This OrNing..including tne-lnfor.etlon nereon. reYirls the property of w.suildings. It is orowt0e0 for Erecting till Budding . described in the uopl/cable Purchase Order e nd shell not be .o0iffe0. reproduced or used for any other purpose •ltnout prior ✓ ttten approval ot-w Bu ridings.. TheGun ral Contractor and/or. Erector ))1 01010 res0Wlsiole for OCCtrret.. g00I 33 r Yore/an l0 In erectlnp tnls I0111g Jjn ConferyllCS ltn tfirs .IrIn O!t lls r[[f,.01Cep n tnis Drwlflq ae�ifcnpif w .Yildlnpf traction OetaiiS eMoeeerri 1Mustry S[[[tt[tlMerol pertein1na tp . oe te.01110 pricinpluainq eM crrett use Wall Sheeting :CA99028625-002 CA9a 27527=01-OE- BEv GATE By OESC... CHG Building Systems, Inc. ctaTfliea . Burlington Northern Santa .Fe - LOCATION - PUGET SOUND.'SEATTLE PROJECT 4551 BURLINGTON. NORTHERN SCALE NTS BUILOn* • • Wash S. Maintenance Building- .11/08/99 19:18: OIYINCHECR- /AGE I I i I SHEETING MARK LENGTH THK COLOR (FINISH) PRWI 26'-0 1/4' 26 Egyptian White (KXL) PRW1O 25'-B 3/4' 25 Egyptian Wnite (KXL) PRW11 25'-10 1/4' 26 Egyptian White (KXL) PRW2 24'-11 3/4' 26 Egyptian White (KXL) PRW3 24--8 3/4' 26 Egyptian white (KXL) PRWa 24--10 1/4' 26 Egyptian White (KXL) PRWS 25'-1 1/4' 26 Egyptian white (KXL) PRw6 25'-2 3/4' 26 Egyptian white (KXL) PRW7 25-4 1/4' 26 Egyptian White (KXL) PRWB 25'-5 3/4' 26 Egyptian white (KXL) PAWS - 25'-7 1/4" 26 Egyptian White (KXL) TRIM Foe MARK LENGTH COLOR (FINISH) BS1 Egyptian Wnite (KXL) BT10 10'-3' Egyptian White (KXL) CT12 12'-3' Egyptian White (KXL) CT20 20'-3' Egyptian White (KXL) GGC1 Egyptian White (KXL) PCC1 Egyptian White (SP) PPC2 Egyptian White (SP) PRF1 Egyptian White (KXL) RFRUO 10'-0' Patrician Bronze (KXL) RKF16 16'-3' Egyptian white (SP) RKF20 20'-3' Egyptian white (SP) 1 OF05 5'-1 1/2" Patrician Bronze (SP) - 1 DF10 10'-3' Patrician Bronze (SP) 1 HTS05 5'-6" Patrician Bronze (SP) 1 JT07 7'-4 3/4" Patrician Bronze (SP) BSl,GGCl PCC1 PNA. 1 I3) 10'R)(F16,RYP20 PPC2 (3)RPR10-,Rxp16,RKF20 gS1,Ca-t1,PCCI,PRF2 1 Ott �I, ATTAIN To T1 z itq ,r 3 w 3 a 3Z a a S a g a. ; a 3 a 3 a 3 - 0 2 a �1 2 0 3 y 3 a 3 a 3 a 3 a 3 a Oen M 0 n 6 N Idgi P$Wj h 6 4.4 REQD(20) 65P Nil = Aa • (6)BT10 60'-O" WALL ELEVATION AT.WR 1. Install Sheeting From Hign Point(s) to Low Point (s) 2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 2. PRE -DRILLING 1/8' DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS. NESTED GIRTS. GIRT LAP LOCATIONS. AND/OR SECONDARY STRUCTURAL BEAMS Building Code: • Live Ld(W/Trib Red) Co11. Ld (gravity) : Coll. Ld (uplift): : P Wind Speed: wind EXp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: .. Building. Use Cat.: Auxiliary Loads 97UBC ' 20.0 psf 'moms 0.0 psf 0.0 pa P � 80.0 mph C 35.7 psf , 25.0 psf 3 3 4 NONE Ten Orar,incivatne 2M ,ntfreetton wean. n¢ the orooerty or me eutlevms. It s pro+two ter erecting tee suttatng imams dad In the aoolicaflf PurcML Oro*.. w a,taU.twc a roatr,ea reproaucfa� sr used for any acne.. ou roost mahout prior arltten Aooro.0 of M eutld,ngs. ter General Contractor and/or Erector. rum resoons,ofe for accurate. goo* pput man to ,n *rectum ems �uituXg n conk a ,tn tRs �, dot ,lsaManr n tms Ora.rng u I caoie N iu,ldtMf �r*ct,on Oeta,ls. a ili }nfustry StaiNrd1 Wrta,nuq co irfiaeaor'arr orae,ng. � t erfeuon. ,nciud,ng the co..rf 6 use Wall Sheeting 7 " CA99O2U25-002 =]A� • 411140 2 2 IEy D*TE sr DM' suateR �+.' CBG Building-Systenc IAC SO U. Ill Burlington Northern Santa Pe : VMS Louttor PUGET SOUND, SEA1TLTt U$, Ti► �aa�a�� �/MDO�/�1O[N r ? ' C owo�Ect. 4551 BU%!LI *!TOM 1'18ltRi - SCAt ins- � gulLpiK - . Wash & Naiatenance-:,Buildln4� `- ;St.) F0• MARK LENGTH mite mite Mite mite mite mite Mite mite Mite mite mite (KXL) (KXL) (KXL) (KXL) (KXL) (KXL) (KXL) (KXL) (KXL) (KXL) (KXL) lane: 4 Low Point (s) STRUCTURAL SYSTEM. 'HORIZATION IS PROHIBITED. 'ASTENER SPECIFICATION. LLL STRUCTURAL FASTENERS :0 GIRTS. GIRT LAP BEAMS 851 BT10 CT12 CT20 GGC1 PCC1 PPC2 PRF1 RFR10 RKF16 RKF20 1 0F05 1 DF10 1 HTS05 1 JTO7 10'-3' 12'-3- 20'-3' TRIM 10'-0' 15.-3* 20'-3' 5'-1 1/2' 10.-3' 5'-6' 7•-4 3/4' COLOR (FINISH) Egyptian white (KXL) Egyptian Wflite (KXL) Egyptian white (KXL) Egyptian white (KXL) Egyptian White (KXL) Egyptian white (SP) Egyptian white (SP) Egyptian white (KXL) Patrician Bronze (KXL) Egyptian White (SP) Egyptian White (SP) Patrician Bronze (SP) Patrician Bronze (SP) Patrician Bronze (SP) Patrician Bronze (SP) BS1,GGC1 1 _L re • (3)RFR10.RKF16,R1CF20 PPC2 (3)RFR16,RICF16,RKF20 Asirrri M a p, g a p, a W M a a 3 a a 3 a a M a a M a a 3 m a ty i1 21 m a p, a a m a fl, m a p. PRW6 tI PRWS PRW2PRW4(2)CT i 20 PRW3 PRW1 tr 8 el 1 0 REQD(20) (6)BT10 60'-Om WALL ELEVATION AT:WR. This Craving is Sealed only as to the Coeponents furnished by VP Buildings. Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Co11. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf 25.0 psf 3 3 4 NONE This Braving. including the information hereon. remains the property of vP Buildings. It is proriped for Erecting the &flirting d escribed in the appllcaole Purchase Order and snail not be modified. reproduced ar used for any other purpose without prior written Approval of VP Buildings. The General Contractor and/or Erector �tdi iXgZOn cmaoori'ol i5ai Rilnisgport matins euiiaices Er this °rare g er▪ e iSi) :rouser', stroalrrdt pertaining to . groper erection. including the Corre t MIS pt temporary bracing. Wall Sheeting OUOTE • CA99028625-002 CA99 Jae . 27527-01-OE- REV DATE sy OESC: ennui P CHG Building Systems, Inc. CUS10iEN Burlington Northern Santa Fe LOCATION PUGET SOUND. SEATTLE WA, WA PPO.IECT 4551 BURLINGTON NORTHERN SCALE NTS altto Wash & Maintenance Building f>.TE 11/08/99. TINE' 19:18. ONAN/0E0t PAGE 1 SHEETING MARK LENGTH THK COLOR (FINISH) PRW1 PRW2 25'-0 1/4' 24'-11 11/16 26 Egyptian White (KXL) 26 Egyptian White (KXL) On: filesry Projky: 30450 Bldg: 1 Plane: 3 1. Install Sneeting From Rignt to Left 2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED.. 3. SEE .108 DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 2. PRE -DRILLING 1/8' DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REOUIREO AT 11 GAGE GIRTS. NESTED GIRTS. GIRT LAP LOCATIONS. AND/OR SECONDARY STRUCTURAL BEAMS TRIM FO• MARK LENGTH COLOR BT10 0E1 'DNI DS10 OSTI EG121 EG201 PCAIOA 10'-3' Egyptian Egyptian 10'-0' Egyptan Nnite Egyptian White Egyptian White 20'-3' -Egyptian White 10'-3' 1600tian White (5P) (SP) (SP) • (SP) (SP). D$1,DST1 (5)BT10 'This Drawing 'is Sealed only as to ttr'Cmponents furnished or VP Building) Building Code: 97UBC .Live-Ld(W/Trip Red) 20.0 psf Coll.'IA:(gravity).: 0.0 psf Co11::Ld (uplift): 0.0 psf Wind Speed:: 80.0 mph:;:z, Wind.Exp. Cat.: C • Ground.Snow: 35.7 psf: Roof Snow: • • 25.0 psf Snow Exp. Cat.: - 3- Seismic Zone: • 3 Building Use.Cat.: 4 . Auxiliary.Loads NONE __ MY Ora•Ing. Includin9'tne infareetiOn hereon. retains the roprty Of vP.alildings..., it•is provided ter Erecting um Emile:no eeecr1Sed 1n tne ap13CeCls Pureness Order end shall not Oe codified.' rer0wced • or uses tar any Otnr ;W'oos* without prior written Approval of VP Buildings. . TM G.nlrali CeltrSct0r an0/r Er1Ct g '. Uf oltif rlsoonsiple lr accurate. g000 11`V�l aaeneu ip in r,Ctt p tnls uai 014 n ca,,or'1Ke with tRis OOOIII'" 00c ils r ermeee tto tnis Orawlnyy al lyelp�) cW3• W 1 drops ErICtioh D•taiia wo lll Tha stry SIan0ar0s pe'NlnaAO t0 of t•cpaarovlr clntagtuelne tnfl-crreCc IEe PATE n WallSheeting ■11L0Elt Building,Syste s;` mar PCO Burlington Northern Santa : Fe SCALE NTS LO 1TI01t PIDGET SOUND; SEAITLE 101; - mo,ac14551 BURLIRGTON 110RTHSa Wash a Maintenance 8uildiag`' e tc; ps �• °� cM O2fi2S 002 G9127s t 14) FOI MARK ate (KXL) ite (KXL) Ile: 3 TRIM LENGTH COLOR (FINISH) BT10 10'-3" Egyptian White (KXL) DE1 Egyptian White (SP) ON! 0510 10'-0- Egyptian White (SP1 OST1 Egyptian White (SP) EG121 12'-3' Egyptian White (SP) EG201 20'-3' Egyptian White (SP) PCA1OA 10'-3' Egyptian White (SP) 1 qv S 11&a ACT^: a+. C.Fa 'moo S ri'`s1. G c' V-1 14," &"i='. 5. DNI,DST£G121,(2)E0201,(5)PCALOONi,DST1_ D�1,D RE PRW QD( PRW RHQD( L7) 1 L7) (5)BT10 -4 D El, DST] WALL . ELEVATION AT : WB = . Tnis 0ranng is Sesled only as to" roe Components furnlsnea oy VP Buildings STRUCTURAL SYSTEM. DRIZATION I5 PROHIBITED. STENER SPECIFICATION. _ STRUCTURAL FASTENERS GIRTS. GIRT LAP EARS Building Code: Live Ld(W/Trib Red) Coll. Ld (gravity): Coll. Ld (uplift): Wind Speed: Wind Exp. Cat.: Ground Snow: Roof Snow: Snow Exp. Cat.: Seismic Zone: Building Use Cat.: Auxiliary Loads 97UBC • 20.0 psf 0.0 psf 0.0 psf 80.0 mph C 35.7 psf :. 25.0 psf- 3 3 • 4 NONE Trots Drawing. Including the tnfor.atten hereon. reYlns the property at VP Buildings. It is prowlaea for Erecting the adllding inscribed to the e0011ceole Purchase trier arm Mull not Ca uoolf tea. reoroducea or used for any a[ner aurp09a ultliaut prior Witten approval of vs, Buildings. 1pTuu{{Oe al Cantrac or ana/or Erector ii•Iairiq�i0n coli lii0fp�fn a tin n0i tn.s d. Ilra� Oet•i1S r ancenCeo ]n trots Oraainy •II .i cable yP ito iflas Erection atai1s ana• lnaustry S[[[anoai eral Dertnina to Karr 0I0YD. icinyluatnq to correct use REy DATE By oEsc. Wall Sheeting ; CHG Building Systems, Inc. CUSTOMER Northern Santa Fe LOCATIOM PUGET SOUND. SEATfLE WA; WA PROJECT 4551 BURLINGTON NORTHERN SCALE NTS aU1LOIia: Wash & Maintenance Building MOTEa: CA99028625-002 CA90 27527-01-0E- 11/08/99.'. TiiE 19:19 O 0wo*Cft. PACs • SHEETING MARK LENGTH THK COLOR (FINISH) PRw1 PRW2 26'-0 1/4" 26 Egyptian White (KXL) 24'-11 11/16 26 Egyptian white (KXL) On: filesry Pro)ky: 30450 Bldg: 1 Plane: 5 1. Install Sheeting From Right to Left 2. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 2. PRE -DRILLING 1/8" DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY 8E REQUIRED AT 11 GAGE GIRTS. NESTED GIRTS. GIRT LAP LOCATIONS. AND/OR SECONDARY STRUCTURAL BEAMS TRIM FOO MARK LENGTH • . COLOR (FINISH) BT10 10'-3' Egyptian White 0E1 Egyptian White ON1 0510 10'-0" Egyptian White OSTI Egyptian White EG121 12.-3'•Egyptian White EG201 20'-3' Egyptian White PCA10A 10'-3.• Egyptian White PRW, APO 0 fa a D( PRW D21,13 l7) L7) DE1, DST1 'Tnis Ora.ing 13.waled only es ts'tfie tgaponents furnished oy VP Buildings Building Code:. ..97UBC • t Live Ld(w/Trib Red) 20.0 psf: Co11. Id (gravity):`0.0 psf. Co11. Id (uplift): 0.0 psf "Wind Speed: 80.0 mph Wind Exp. Cat.: • C • Ground Snow: • 35.7 psf: Roof Snow: 25.0 psf Snow Exp Cat.: • 3 $: Seismic Zone: Building Use Cat.: 4 Auxiliary Loads NONE This Steams. ineloding the information nation. regains the property of vP Buildings. • It is Orovtdad for Erecting the Building ' Mscripaa to the applicable Purenose Order we snail not oe modified. reproduced r usod for any other Aureole ettheut prior aritten'.apordrai of vp Euiloings. i10.f .Geniggnn0.poegoirral Cc000nnrcgngarn:cad/r Erecor e n1Ansbod arrlT-1arc1abnvpi�dlnssoarecosnoesinA,s rrva'acinc tnecorrect use • Wall Sheeting::. OaTE SCALE ev NTS S OUZA CBG Building.-Systetas,_Znc. acmes Burlington Northern Santa'Fe'-: • PUGET SOUND, SEATTLE Wb--IA-;.' pto,iEtT 4551 BURLIII(TON NORTBERN irnonc Wash & Maintenance Building= -` `i-CA9902Bi2S-002': =CA9' I ISH) Write (KXL) Wn i to (KXL) Plane: 5 tE STRUCTURAL SYSTEM. ITHORIZATION IS PROHIBITED. FASTENER SPECIFICATION. (ALL STRUCTURAL FASTENERS rE0 GIRTS. GIRT LAP . BEAMS TRIM FOa NARK LENGTH COLOR (FINISH) BT10 10'-3' Egyptian White (KXL) DEI Egyptian Wnite (SP) ON1 0510 10'-0- Egyptian White (SP) OST1 Egyptian White (SP) EG121 32'-3' Egyptian White (SP) EG201 20'-3' Egyptian White (SP) PCA10A 10'-3' Egyptian White (SP) DN1,DSTEG121,(2)EG201,(5)PCA10111i1,DST1 CO eh PRW RPQD( PRW F7) DE1,D aT1 REQD( 1.7) (5)BT10 5n'-n" D El, DST] WALL ELEVATION AT WF This Graving is Sealed only as to dhe Components furnished by VP Buildings Building Code: 97UBC Live Ld(W/Trib Red)•20.0 psf Coll. Ld (gravity): 0.0 psf ; Co11. Ld (uplift): 0.0 psf Wind Speed: 80.0 mptCf Wind Exp. Cat.: C Ground Snow: 35.7 psf Roof Snow: 25.0 psf Snow Exp. Cat.: • 3 • Seismic Zone: 3 - E. Building Use Cat.: 4 . Auxiliary Loads NONE. i This Graving. including the information hereon. reaming the property of VP Buildings. It i0 provided for Erecting the Building described in the applicaole Purchase Order and snail not be 0001fie0. reproaiee0 er used for any other purpose .it out prior urine, Approval of VP Buildings. The ral Contras or maw/uY Erector Gra11a1p, 9 I n inio1lo ereeo inr tn.s Orgsidriny .. manddmdar111 lcna.ltryPsIaf d.rog'pe�fr'iflDlf"IQat0nli 0f teloporaryiaicinolYOing the cprre t use Wall Sheeting OUOTE e CA99028625-002 -CA99 27527-01-0E- REV DATE IP *= CHG Building Systems,.. Inc. o uses Burlington Northern Santa 'Fe LOCATION. - PUGET SOUND, SEATTLE WA.' WA.: eeo tcT • 4551 BURLINGTON NORTHERN SCALE • NTS s ulLOifi .: .. Wash & Maintenance Buildinq-- DATE -11/08/99 TIME • 19-19: .BRACE R00 SLOTS 7 90TT04 ROD SLOTS REOUIREO warm ADJOINING BRACED EtA�NOTE: C14'S SHOWN ARE STANDARD BUT VAX VARY. RRD B(_RRACE00_- HE9 0 0 ROOF R00S AT MOM ROOF ROD BRACING 3 PLATE OR GAGE =nw •/IA1 PSN-) 6 PURUNS (19PS4-) 8 T4' PURLots 3 w.P. MALL PANEL Pt1RLW SUPPORT MEMBER (PS4) rft (PSI). LOCATE AT NO PONT N EACH BAY 20'-0- 0R LESS AND LOCATED AT 1/3 P0tNT5 N EACH BAY GREATER THAN 20'-0' FRALTE RAFTER ssR PANEL CUP PURLIN BRACE AT EAVE FRAME RAFTER MAY 9E STRAIGHT OR TAPERED LLSIOE WASHER. FLAT WASHER, HEX NUT a - SECTION A -A CED008 S9R ROOF PANEL ROOF PURLIN ATTACH EACH ENO OF (PSY-) OR (PSI-) w/ (2) V.-14 a 1 v." STRUCT FSNR (55307) BRO9B1 • 10010 • 11/31/0 G(1YP. IA 7EAOH PURLIN OUTS CUP CLSX- w/ (4) 'N/ WASHERS •E9 OF BRACKET, FLANGES ANO POST NOT SNOW* FOR CURRY SECTION A -A 8.5" C SEE PLANS FOR 4AI1K NO. TRA4E ENDPOST ENDPOST W/ SUPPORT BRACKET DESIGN DETAIL EPC-4. P&B ®o.Ttt/a/w ROOF PUR17N-L PURUN SUPPORT MEMBER (PSI-) 6 T5• PURLINS (P54-) 6 1/1• PURUNS (PSP-) TT 1S• PURLINS SEE ERECTION DRAWINGS FOR LOCATION ANO SPACING SPi ATTACH EACH ENO Cr PURLIN SUPPORT w/ (2) V.-14 4 1 A' STRUCT FSNR (55307) SEE FRAME CROSS SECTION FOR BOLTS REDO. VARIES CED042 PURLIN SUPPORT MEMBER ATTACH. BR09B5 ameanall • wn1/w FIANCE 9RA7E (79-) OR (SFB-) A307 BOITs TTPICAL U.N. WALL 5CONOARY MEMBER 0 BRACE LOCATION mOTE: SU*S9T41t '1 Om. A373 BOUS a LIEU OF A307 at CAa ENO or FLANC[ MACE 00E0 (96-) BRACES Ali NO NE0. BRACE L0CAn0N N' 4 _ A307 301.T5 TYPICAL U.N. BOLTS FRA4E COLUMN DEPTH 9 >"u Tr. it . •r 1 r-r LOC (C54TIN) Tr al'. n.•1 or 1 •y. WALL FLANGE BRACING BOLTS BRO7A1 OUTSET SIDEWALL COL (CONTINUOUS & SIMPLE) mourn • stAR/10 RAKE BEAM i 1HSET - 5 1/2- OR ' 8 1/2' OUTSET POST TO PURLIN STRUT FIELD LOCATE a ORAL (2) 9/16'• HOLES (2) 1/2" X 1 I/2- A325 BOLTS (49050) AT EACH PURLIN COLUMN SUPPORT BKT. (-08_) CLIP (FFC_) 90115 (49050) A-325 (4) PER CUP BRO9FC CONNECTION W/ ADDED POST SECTION (WELDED) Ramp. N/XVm )$ WALL SECONDARY uEMBER -- BOLTS TYIICAL U.N FLANGE BRACE (F3-) OR (ST8-1 VI- • r A307 BOLTS TIPICAL U.N. I I 1 I --J I- --a • • t SIOCNALL • BRACE LOCATION OR 6' SE FRAME COLUMN DEPTH 'BRACE !OCAnCN r 11iI TI' t-a" w. Nwt•r 1 r-r •r. 11.r AF I WALL FLANGE BRACING BOLTS NOTE: ll/5St.tE W 7A Ala 90LTS w 001 N A307 AT DOT Oa 9 Fume 99AQ w0 (SPY-) ••ACES A< 140ASD. 8R07A4 OUTSET S.W. AT FULL FRM E.W. CORNER COL wPNM•11 • 1P/9A1 1 NOTE: DO NOT ATTACH nor PANEL (o* PANEL 0.1P5) t0 STRUT emu.. 1/2' 4 1 1/2' A307 SEE TEST IAN FOR EAVE PURUN BOLTS AND NUTS (TYPICAL U.N.) CAVE PuRUN S•94T 96407 (53R-) LOCATE PER ERECTION ORAwNGS CONNECTION STRUT PURUN A1TA0H EACH ENO OF STRUT MACE (SBR-) 4/ (2) 1/2' 4 t- A3o7 arms ll1 RAFTER SEAM 10* FLANGE EAVE STRUT ASSEMBLY ATTACH. *tun c P AT 1NT. FRAMES. AND CAIO 4A11E5. 8R18A1 6.5" OR 6.5' PURLINS 101141.1 1 01/30/IN PURUN BRACING SAG ANGLE INSTALLATION Inne1 4VA1/w INSERT SAC ANGLE TA• 0110 PT AND EOM TAN FT.AL SIC MTN LDMMD AT CET•E♦RAE O< 31 T1MN 1E UNLESS NOTED ON EI ORonoCS e NOTE: 00 NOT A1TA0, ROar NU(L (01 Pan. CUPS) TO STRUT FTIR 1/2' 4 1 T/2' A307 BOLUS ANTI WITS (TYPK'x U31.) spooks ATTAIN ENO' SaUt moo to/ (2) 1/2' A3O7 BOLLS TCP FIANCE smut BRACE (Sat-) LOCATE PER EIECn0N mamas PURLIN STRUT ASSEMBLY ATTACH. (6 6.5' OR 3.5 PURUNS L T1MR • 10/20/10 C :N r FP IT 15 THE RESPONS18IJTY OF THE ERECTOR TO INSURE PROPER SEAM TIGHTNESS. FALURE TO PROPERLY SEAM THE 3dNT MAY RESULT IN PREMATURE FAILURE OF PANELS AND/OR SECONDARY MEMBERS UNDER UPLIFT OR DOWNWARD LOADING =NOTIONS. 1 .320' YAK * I .300" um. 24' PANEL moms 24' AANEL MODULE NOTE: 41N./4AX. DIMENSIONS SuPERCEDE SEAMER INSTRUCTION INFORMATION. a 30- HOLD SSR SEAMING GUIDELINES ENO1B2 RIB & SEAM PROFILE NON. AVNAA 1 FROM PURLINS -- paean. • ••/A/w SELF ORLL:NC FASTENER CR 90LT At CENTERLINE OF PURLIN CR MCHER. FIELD DRILL HOLES. M' OR LESS ROD HANGER OR UMSTRUT AS NEEDED. ANGLE CUP. BOLTS. UNISTRUTS. R00 HANGER AND CLAMPS NOT 3Y VARCO-PRUOENI FRE SPRINKLER HANGER SYSTEM uuSt BE CAPABLE OF ,RESISTING 250 CBS. PLUS HEIGHT OF WATER FILLED PIPE PER 000E OTHER SUSPENOED LOADS EXCEEDING T00 LBS. MUST 9E SUSPENDED 9N3LAR TO 1H4 DETAIL. 00 NOT CLAMP TO 801T04 FLANGES. CONTRACTOR'S NOTE: ANY LOADS OVER 400 LBS. APPUED TO VP MEMBERS SUCH AS HVAC. uOH1NG. DUCTING. PIPE SUPPORTS ETC. 'JUST BE LA • RALLY aRACED TO TIE NAN BUILDING'S LATERAL LOAD RESISTING ELE4 T5 IN BRAONG STRUTS OR PR14ARY FRAMES) AS REOUIR FOR SEI91C LOADS BRAONG MUST 2E PRO • - -� •• TRACTOR ARO MUST RESIST LATERAL LOADS ECUAL i• +, ' • . ; •E0 01•T 0R AS REOBREO 8Y CODE. YM101£ SUSPENDED LOAD_ ► er1111:4,:011 4 ) EXPIRED IG'L: VP FRAMES CR SUPPORT BEAMS -^\ 3- MAX. GAGE (411. I1' A307 BO.T5 • 4' INI. PITCH)\ CUPS. PLATES OR 90L15 ARE NOT BY VARCO-PRUOEN CONTRACTOR'S NOTE FIELD DRILL 0R FIELD WELD SUSPENSOR ANGLES 0R PLATES. ALLOWABLE LOAD . 1 KIP PER PAR OF 30U5 . 1.4 *Ps PER INCH OF YIELD 1r1H0u7 INSPECTION 2.5 NIPS PER INCH OF rE1O NTN INSPECTION ADD PARS OF BOLTS 0R INCES OF WELD TO RE95T DESIRED CONCENTRATED L0A0. LOADS LESS THAN 500 l35 MAY 8E SUSPENDED USING CLAMPS. (1 W. FROM EDGE OF FLANGE). CONCENTRATED L0A05 SHN.L NOT EX0ED uSER DEFINED COLLATERAL LOADING INOCATED ON THE PLNEONASE ORDER AND N VP CALCULATIONS SUSPENDED LOADS EN10A2 FROM STRUCTURAL BEAMS 041A1' 515./112 I4 1/2•; 3' 4 1/2-I M ;LH MAY BE STRAIGHT OR TAPERED MEMBER FLAT SW AS REQUIRED 9ET9ET7N a0LT5 ANGER STINT AS REQUIRED IYR LL MILTIN: PRATES. FATAL 01 CANOPY Co•IE'no16 NOTE FIELD cur SONS TO 0E3RED OAE34906 TO ACHIEVE CESIIEO RESNUS SHIMS ARE WOE FROM .059' 4BTEMAL. STANDARD SHIM PROCEDURE TYPICAL AT ANY BOLTED CONNECTION P11 4 • w/PA1 THUS 0R4r1N0. •N0.1O4N0 TIE INiOMAf10N tEREON K./Hs THE PITOPERIY or v0 9u1L0Lt6S. CPC. 1T 15 Po0v10E0 FOR EREC11'G 1•E 5IIL01•G 0E5010E0 IN THE MIPLTCMILE RTIRCHa%E °ROCA MHO SHALL NOT 9E '0701F'E0. 4OPNOOICE0. ON 1510 FOP NO OT EA 9ANIOSE 4113047 patio r11T1EH MPOROVML ? 0 941L0LHG5. T1E GENERAL CDNtaa0TVII AM/OR "RECTOR IS 50LELF RESPONSIBLE FOR aCLT/LMTE. GOOD DUALITY, 11oNNNANSHIP IN EPECTING tmIS ARIL0TND IM COFORHAICE •IT. .IS 0RA4IMG. OETMILS REFER[•CED 1N T"IS DKA•IAG. MLL aPP11CAE1E vP EAECTTOM DETAILS aI10 ALL ttO16T•v STA4OYIO5 11ATa1N190 '0 RI*EA ERECT10T4 ItCLuOI.O :•E C:IncC1 :SE "..F ((NPONARv N14CImG. ENiOA1 ERECTION DETAILS K I Y}' A325 BOLTS (49010) 79 ALL NOTES ENOPOST MAY BE ZAM 011 PLATE RAKE BEAM CONNECTION TO ENOPOST 0.111174 a/wAa NNE mar3 OR PU P-O' • Qf1=T 1 6' • arm' 09 r 40 o.s1x7e v 047E 1v B4ILCER 016 Bull0ln• Simon. Inc. CUSTOMER Bur l In*t011 1AOrtnlrn Silts 7s LOCATION PUGET 50110. SEATTLE. NA wo3. Awe 4551 &ALING/04 NOIITNERII *O " 413n C 'I1ntII49 5 1104101n• VP BUILDINGS vAaco-19IuwiN OMNE 2T/ DOOM 1 /2- DIA. A325 BOLTS RAFTER 3E STRAK31T IPERED CED008 SSR ROOF PANEL ROOF PURLIN CI1 EACH END OF -) 0R (P5N-) 2) '.-14 1 v.' :CT FSYIR (55307) BRO9B1 (2) I/2" OK A325 BOLTS TIP. At EACH PURLIN CUP O.SK- w/ (4) vr w/ W*SHERS m. S BOLTS ■E9 OF BRACKET. FLANGES AND POST NOT SHOWN FOR CLARITY SECTION A -A i75 C SEE PLANS FOR MARK N0. CRANE ENOPOST ENDPOST W/ SUPPORT BRACKET DESIGN DETAIL EPC-4. P&B ccoonsTneffa ROC7 PURLIN PURLIN SUPPORT IIE1/9ER (PSN-) 6 if' PURLINS (P9.-) 0 V!• PURLINS (PSP-) 11 Vf PURLINS SEE ERECTION DRAWINGS FOR LOCATION AND SPACING POPS 5'ACE ATTACH EACH ENO OF PURLIN SUPPORT w/ (2) 14-14 • 1 Vi- STRUCT FSNR (55207) sEE FRAME CROSS SECTION FOR BOLTS 070 0. VARIES CED042 PURLIN SUPPORT MEMBER ATTACH. IJRE PROPER SEAM 4T MAY RESULT IN utY• MEL/BERS (UNDER OuLE M MUST BE LY TUCKED 1' RIB NEICMi EN0182 - 4 w/73/M BR09B5 RANGE BRACE (F9-) OR (SF9-) 15" • _ A307 ears TYPICAL U.N. v01G 92e5TN*E M" CFA A325 11415 n UE1 or A307 AT EACH END or RANGE TwACE 3979 1585-1 BRACES AAE REOWKD. 0 4- WALL SECONDARY MEMBER .RACE LOCATION BRACE LOCATION VI- • _ A.107 BOLTS TYPICAL U.N. _1 :J _ 2" D � 3 BOLTS FRAME I COLUMN DEPTH IER LOC (CONTIN) r w 2r r-r 7r. >"u .r F-R• •7•. 11441A0• • 90.TS WALL FLANGE BRACING OuTSET SIDEWALL COL (CONTINUOUS & SIMPLE) soma • 8A*/93 POST TO PURLIN STRUT (BR07A11 ([ 1 COLUMN SUPPORT ENT. (-Csj Cue (FCC-) 90LT5x(49050) A-325 (A) PER CUP 5_a 1)17,1, BRO9FC CONNECTION W/ ADDED POST SECTION (WELDED) ~rev a/IP/. 1$ ;I 2I ) WALL SLCONOAR1 MEMBER 1'-0- OR6" g FRAME iY ..._A307 9OL T5 TYPICAL U.N. SIOEWALL BRACE LOCAuce/ FLANGE aRAEE (F3-) OR (SFB-) ' • - A307OLLS PCAL U.N. COLUMN DEPTH [BRACE LOCATION r nau 2r 7-Q- tr. N.y •r 1 J-0• .7•. N01 WY I WALL FLANGE BRACING BOLTS NOTE: 51SSDTUIE HT TA A325 SOLO *2 LIEU OF A307 47 EA04 O0 B FLANGE SPACE AMEN (SFS-) SWAGES AAE AE0111S1. BR07A4 OUTSET S.W. AT FULL FRM E.W. CORNER COL warual • wA*/N NOTE: DO NOT ATTACH ROOF PANEL (OR PANEL CUPS) TO STRUT PURUN. 1/2' • 11/2' A307 SEE RS11A1 FOR SAVE PURLIN BOLTS AND NUTS (1YPICV. V.N.) EAVE PURUN STRUT BRACE (59R-) LOCATE PER ERECTION DRAWINGS CONNECTION STRUT PURLIN ATTACH EACH END OF STRUT BRACE (SBR-) W/ (2) 1/2' • t" A307 BOLTS RAFTER BEAM TOP FLN4a EAVE STRUT ASSEMBLY ATTACH. WELDED CUP Ar INT. FRAMES. ANO ENO BR18A1 6.5" OR 8.5" PURLINS 61114141 . 04/N/4 .OTC AFAR SAC MOLE SLCTt +. AOIACINI F1A AS DD 10T ALCM. nttD 9E10 A Sw 190E 'Ae No ATTACH 10 guava w/ • 1/.-I. • 1 1/i THIN[: FVYI (55707) SAG ANGLE (SA-) SAC ANGLE • a3RUN SPACE • I 7/3' EX: 5'-0- PURLIN SPACE - SA5017 PURLIN BRACING ROOF PURUL BEND TA9 FIAT UISERT SAG ANGLE TAB INTO PURLIN SLOTS .AND B070 TAB FUR. SIC ANGLES ARE LOCATED AT CENTERLINE OF BAYS GREATER TF1AN 10' UNLESS NOTED CM ERECTION °AMAMG5 BR09A5 SAG ANGLE INSTALLATION - 4 wnf/Nl NOTE 00 NOT ATTACH ROOF PANEL (OR PANEL CLIPS) TO STINT PURLIN. 1/2• . t 1/2' A307 a01T5 A/O YUTS (1YP3GV. U.N.) RUM SPAC T PU ROOF PURLIN • �oACS CW H D1 STRUT BRACE (59R-) 107*7E PER ERECTION DRA.NNG5 i8 STRUT PURL•N ATTACH EACH ENO OF STRUT BRACE (53R-) w/ (2) 1/2" • 1- A307 4307 BOLTS RAFT7-:i BEAM TCP FIANCE PURLIN STRUT ASSEMBLY ATTACH. GC* C•JP AT ENT. FPIA(S A710 ETO3 FRAMES. 8R18A2 0.5" OR 5.5" PURLINS 31140342 4 0/24/F* SELF DRILL]10 FASTENER OR BOLT AT CENTERUNE OF PURUN OR HIGHER. nap ORKL HOLES St" OR LESS R00 HANGER CR UNISTRUT AS NEEDED. ANGLE CUP. BOLTS UNISTRUTS. ROD HANGER AND CLAMPS NOT 3Y VARCO-PRUDEN. FIRE SPRINKLER HANGER SYSTEM WST BE CAPABLE OF RESISTING 250 WS. PLUS wE1CHT OF WATER FILLED PIPE PER 000E OTHER SUSPENDED LOA05 EXCEEDING 100 LBS. MOST 9E SUSPENDED 9M1LAR TO THIS DETAIL. 00 NOT CLAMP TO BOTTOM FIANCES CONTRACTOR'S NOTE: ANY LOADS OVER .00 LBS. APPLIED TO VP MEMBERS SUCH AS HVAC. uDi*NG. DUCTING. PIPE SUPPORTS ETC. MUST 9E LA RALLY BRACED TO THE MAMA 91ALDe1G'S LATERAL LOAD RESISTING EL.E TS IN BRACING STRUTS 0R PRIMARY FRAMES) AS RE0UIRR. . .�.� FOR SEW9RC LOADS BRACING MUST 3E • - . • . .-- .... .. AND WST RESIST LATERAL LOADS EC'JAL . • ', ` „M' • • t USIT OR AS REOWRED BY COOL. *NICHE Alt2' _jr$ SUSPENDED LOAD_ c�'�MP61.i.117 1 viirt 7 F• FROM PURLINS o.1PHa • a/73n3 _ 1 TRACTOR 0ED VP FRAMES CR SUPPORT BEAMS r MAIL GAGE (MN. St- A307 BOLTS • 4- WN. PITCH) CUPS. PLATES OR BOLTS ARE NOT 9Y VARCO-PRUOEN CONTRACTOR'S NOTE. FIELD GRILL OR FIELD WELD 925PEN9CN ANGLES 0R PLATES. ALLOWABLE LOAD 1 KIP PER PAR OF BOLTS . 1.4 KPS PER INCH OF vac 'amour INSPEcnCN • 2.3 KIPS PER NCH OF YIELD NTH INSPECTION ADD PAIRS OF BOLTS OR INCHES OF wELD TO RESIST DESIRED CONCENTRATED L0A0. LOADS LESS THAN 500 L35 MAY 9E SUSPENDED USING CLAMPS. (1 H• FROM EDGE OF FLAME). CONCENTRATED LOADS SHALL NOT E07ED USER DEFINED COLLATERAL LOADING INDICATED ON THE PURCHASE ORDER AND IN VP CALCULATIONS SUSPENDED LOADS FROM STRUCTURAL BEAMS P.MH1 NAPOIN IEN10A21 51a121 NOTE: FELD „Jr SNMS TO DESIRED ONEN90N5 TO AC71EVE CESWED RESUUS SLAMS ARE MADE FROM .059' W7ENAL. STANDARD SHIM PROCEDURE EN20A1 TYPICAL AT ANY 3OLTED CONNECTION MOM omns THIS OR49ING. •KLu01NG TIE IKOAPAT19N IEREpI RENAIN5 THE PROPERTY OF YP BUILDINGS. INC. IT 15 PRO710ED FOR ERECTING 1.E aulLot11G DES[R10ED IN THE APPLICABLE PURCHASE ORDER A O SNAIL NOT SE •K101FIE0. REPRDDUCEO. OP USED FOR ANY OTTER %AROSE NITNg2T PRIOR ARIITEN APPROVAL Oi YP BUILDING'S. THE GENERAL CONTRACTOR AND/DR EREC7CA IS SOLELY RESPON512LE row ACMUTE. GOOD OUALI3!. VOnLNANSNIR IN ERECTING TNIS 110( F1.5 TN COKORNANCE .ITT VVFERECTIONICETAILS APOIAALLL ALGA 9'1CAeLE STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE C:RPEC: :SE OF TE4408ARY BRACING. ERECTION DETAILS Vt. • T V7' A325 BOLTS (49000) FILL ALL HOLES ENOPOST MAY 9E .;AGE OR PLATE RAKE BEAM CONNECTION TO ENOPOST +H944 3TA.lf RAKE BEAM WAY BE CAGE OR PLATE 1•-0• • C%)Tn' tars 5• • P/SET 1711T5 PF10C1 .roe N0. DA9927527-01-0E- REV :ATE MSC BUILDER GIG BulbDing SVS0*39. Inc. i 0 910.ER Burlington Northern Sinus Fe LOUT ION PUGET SOUND. SEATTLE. NA ''OJ' 'K A551 aumrprGT0N NOATNERN S:.K? BL:G N4"lNe3n C WlntenMK9 animal) VP BUILDINGS VARCO-P18UOEN o.Til/De/99 DOD. 0+ 1 XP)RE3 12-22- trt 1. DETAILS SHOWN al THIS Pig SUPERCEDE %ALAR DETAILS iN THE `SSR ERECTION GUIDE'. REFER TO THE `SSR ERECIaN WIDE' AND 'MASTER REFERENCE DRAWINGS' FOR OTHER DETAILS, INSTALLATION PROCEDURES, AND ACCESSORIES NOT DESCRIBED IN THESE DETAILS 2 FIEI.D PAINT STAINLESS STEEL ROOF FASTENER HEADS USED AT WAIL LOCATIONS 'MTH WALL TOUCH UP PAINT. 3. ALL SURFACES MUST BE FREE OF DIRT AND OIL AT MASTIC AND SEALANT LOCAiONS. 1/4-14 1 1/4' STRUCT F5NR (55307) 'FASTENER LOCATIONS 0 • 0 0 0 • 0 2 PER CUP • STD. NON-UL • UL90 • FM 1-60, 1-90 k 1-120 (iM 1 Z4A8.AM G1/LT) SSR PANEL CLIP ATTACHMENT RCO1A6 RAKE FASCA (RKF20'•) BOTTOM OF ROOF SHEET T/4-14 : 7/8' WALL STITCH FSNR (565•') 1•-0- 0.C. RAKE FASCIA RETAINER (RFRIO) SSR RAKE TRIM 3/16• • 7/8' TAPE MASS=C (80349) 1/4-14 . 1 1/8' 5S. ROOF snicH FSNR 6' O.C. PANEL RIB OUTSIDE CLOSURE (80I40) NOT RE0'D OVER 2:12 RC30A1 PANEL RIB WALL • m/1aJl• RAKE FASCA (RKF-) 0S7ALL (18) A-14 . 1 Si SS. ROOF 5T1TO1 FSNRS (57650) IR HOLES PROVIDED ACT' BEAD OF NON SKIN TUBE 5`cALANT (80270) AT PSR-'AIETER OF FI.A92INC SSR RIDGE TO RAKE TRANSITION (SRR-) SSR RIDGE COVER (ROC-) 44' a N' TAPE MASTIC (80349) AT PERIMETER OF FLASHING (2) INTERS OVER RB --‘ RIDGE r 9 FOR 5-CTION THROUGH SEE i TR/04T10*. SSR RIDGE TO RAKE TRANSITION RC34A6 PLAN VIEW ALAAW SWAM NO INSULATION ON PURLINS e'Aaw • 4Vf/A 55R CLOSURE PLUG (60135) 2.-0- O.C. EAVE CUTTER STRAP (STR4) SEE £REC. DWG. FOR SPA0NC 14-14 . ' :4• 5.S ROC7F 511TCH FSNR (57650) (1)/STRAP 44. • i4' TAPE MASTIC (80349) CONT. ANTI OVER PLUC SAVE CUTTER (EC-) 14-14 . I A• SS. ROOF STITCH FSNR. (57650) 5 P•6t PANEL SEE HN' 3EA0 OF NON -SKINNING TUBE SEALANT (80270) SSR PANEL CLIP SSA RIB MALE HERE 110iE A001110NAL SEALANT ROAD 9E APPLIED TO ALL SIP EASES accer 0.995 ANTI AREAS ADJACENT TO WALL TO ROOF. ROOF HECHT OIANCES ANTI STEPPED ROOF EVAN90N . TILTS. IT 6 IIECON14J10E0 1144T AREAS ADJACENT TO ROOF «A011 CHANCES COSER AT LEAST 3 Mama KIN THE suuat. APPLY SEALANT BOTH OILER AA10 UNDER CLIP TAR AT SSR CUP LOCATIONS *20. NAM. D15T. AT LOW EAVE. FULL LENcri ADJACENT TO ROOF HEIGHT CHANGE AREA OR 10' INN GIST. FOR PANELS BEI.Ow w4LL TO ROD' AREA SSR PANEL SIDELAP IRCO3A2 ADDITIONAL WEATHERSEAL AT ICE DAMMING COND. MOIMPA WAN* RAKE SUPPORT GAP (R5C-) 1 ENOwN.L OR RAKE ENSON FIELD KM I. 1. 3 ON SSa PANEL . START PANEL Om 1/4-14 a 1 I/4- SiR1TCT FSNR (55207) 2"-0- 0.C. RAKE SUPPORT BRACKET (RS3-) NOTE: SEE ERECTION °RAMNCS FOR FIELD CUT STARTER. PANEL DOIENSION SSR RC".F QJP FASTEN PANEL TO (RSC) MITH 1/4-14 a T I/8 SS. STITCH FSMR 4.-Er O.0. 0 SSR STARTING RAKE BLANKET INSULATION RC10A1 PANEL RIB OR VEE RIB WALL CAWS • SWAM BLANKET INSULATION TIN.. •am a 3/16". vr.7 STRIP OF TAPE HASTE (a0.349) 1 NOTE FIRED CLIPS ARE 1MRED rage FwrRED MB FOR EAST GOO ICAfOI (000iq AT 9CA7RRT a6 LESS Deis A' (600M) 4T 4- ANTI CJRR OAIMET PO V-7 SEEMFIlnAaOIc SSR ROOF AT FIXED LOW EAVE I F L FACE cc WALL PANEL J % 1 A• wP. SSR ROOF W/ EAVE GUTTER PANEL RIB WALL aC.MAwf • Nam. RAKE FASCIA (RKF-) PANEL RIB FILLER (PRF7) FASTEN IN PUKE w/ 4 POP RIVETS (55265) METAL CORNER CAP (ACM) PIAISTIC CORNER CAP (PCC7) 7 Z: iCUT AWAY SINWEO AREAf 45. NOTCH DETAIL A -A EAVE GUTTER CO ALL SYSTEMS RC38E1 FOR CUTTER STRAP ATTACHMENT PANEL fib OUTSIDE CLOSURE (60140) 16-14 • A• WALL STITCH FSNR (565..) 7'-0. O.C. PANEL CLOSURE ANGLE (PGA-) PANEL RIB WALL PANEL RC32A1 14-14 a 114' S.S. ROOF SnTON FSNR (57650) 10 PER PANEL MALE RIDGE COVER (ROOM-) � EL N L55R PANEL CUP FOR FSNR ANTI MASTIC PATTERN 7• (C OF RIDGE PANEL STIFFENER (PS5) 9' STRIP OF i4a' a S4• TAPE MASTIC OVER RIB (6034T) AND 28' STRIP IN FLAT OF PANEL (80345) SSR RIDGE COVER ATTACHMENT • 3._47 • 47/*Aw BIRD STOP (BSI) RAKE FASCA FASTEN IN PLACE (MT-) W/ 4 POP RNETS (55265) RAKE FASCIA TO LAP UNDER GUTTER CLOSURE PEAK CAP (C:CC-) FASTEN IN PIN 3' PLACE W/ 10 POP RNETS (55265) SEAL INSIDE PERIMETER OF CLOSURE w/ BRONZE TUBE SEALAN (80507 1 FEMALE ROCS 0OVEA-(RGCF-) SSR PANEL RC34A1 1/4-14 a 7/8' ROOF STITCH FSNR (576•') 6 PER PEAK CAP APPLY 3/16- ■ 1/4• TAPE 14ASTIC (80390) CINDER EDGE :F PEAK GIP ArTACH (PPC-) 70 (RKF-) w/ (10) POP RNETS (55265) muaroc PEAK CAP (PAC-) KE FASCIA LASTIC PEAK CAP ATTACHMENT (P-RIB ROOF) • WNW SEE RC34A FOR :LASHING LOCATION CLEAN ALL MANIC 901F4CES TO SE •E41ER SEALED. 469071E FAMCA111IC CAS RAIN. BIOS. KL. pelt OUST ANTI MAT AMOR 10 WILIC41KA OF •AS1KS MO SEALANTS. Pi • :S' • 3' TAPE MASTIC (80347) FOLDED AND NIXED INTO RIB MARK FOR TRIM LOCATION CO NOT USE PENCIL SSR MOCE CORER (nor OR RCOA) A-14a4 •w SS. A00F S11L4 F91R (PS L) to PER A••• w'•Y TAPE MASTIC (80347) EACH SIDE OF A1• SLOPE a 74'a2r * \ TAPE mastic 5 FLAT OF PALLe. 44'aia'a 9'TAPE MA511C (80347) OVER RIB SSR RIDGE FLASHING FASTENER AND MASTIC PATTERN AUNM ERECTOR "IOTE: STR4 RE0'0 • 2 =T. O.0 WHERE LTt01N0 SNOW L0A0 '5 409 CR GREATER. STR4 960E AT 4 FT. 0.0. WHERE 0R0UN0 SN0w L0A0 IS LESS THAN 401. SEE ERECTION O9CS Fl7R SPECIFIC BLOC. LOAD. STRmc tit OU TIER STRAP (STR4) VP200 RIVET SEE EASE W`ETA4 FOR £ARE ..^UTTER ATTAO41ENT NOTE: 1.9200 RIVET SHOULD BE INSTALLED AFTER 1NSIALLATION cc EAW GUTTER FIELD O•LL (I) _J NIi OA. HOLE IN SSR PANEL AT EACH RIVET LOCA170N. RC32•• SSR PAIL RC37..1 ) 1 GUTTER STRAP ATTACHMENT SSR ROOF WAWA • MJAAT iRC34A4 I I "A" 5EC1L04 j'RIVET .5E". MTH ILSE SEALANT 30507 IRC38E1 I i WILL PANEL TlRpatSS RA4E TO a0CE Tg1MSIT5 4 ruismo (SRN-3 MASTIC PEAK CAP NCTAL PeC-) PEAR CAP (SPc-) RAKE -ASCA (-) T/4-14 a 7/6• FOAL 57004 79•i (-65••; t "-0' D.C. RETAILER (79110 Jflr a 7/V TM OWE Ar row Ai ROCK Re C.- 1/4-14 s I I/3. 51TE0. F9Q (S79 FILL Au lass P 04 FLt9Mi (18) CALL PANEL 09759E CL09i4E =me FOR AM tea Sem OF maw= SSR RIDGE TO RAKE TRANSmON ALL WALL PANELS CAVE C.JT1c9 (EG-) powwow saw (OST7) cart. TO maw Pn10. 797N WALL S71104 FILM (565••). ONO TM TO SECA( 301N HALVES OF Sew (057T-) TOGETHER 2 STRAPS P2R 10 SECSAI4 DOwSoar OOOISP07T ?WIN (OE-) FAST£. TO o01aN90Ut w/ 2 POP A♦1RTS (55265) CSJT JRO TAOI PIE EATe maT1E! (EC etc RIME To eLs..........._cOR •/ 'ROIL SEALANT (I DOWNSPOUT ASSEMBLY ALL SYSTEMS MIAs 4Ia1114A 001116110511 (MI) FAST EMIR MITT/ 9 POP AM p01R1S/WT FAS/DI TOW ��001 RIPPLERevEZ (Silas) sEE Mow AS t71a1ET1 THIS 0014N11f. :96.WAIIL TIE •ISONAAT•ON 1EOEON PEI111NS nE PNO/E*T• OF N i 117.01 S. 1T T5 PNO.10E0 FON EIECTIN6 TIE 9U1L0149 OESCPIMED TN 11E •PALIC4RLE PACAILSE OFOEP AAA S.I*LL AAT RE N001FIE0. RENIODUCE0. OM 76E0 FOA 4N1: OT1EN A/OSE 4IT11071 PION A91T1EN APNANAL OF v 111LOINIS. FIE OEAEP*L C3N1oACT1A MA/OR EREC70R 1S SOLELY RESFONSIRE FEN 4CCIPAIE. L000 Oa•LtT+. AONa*M/91IP IN 6RECTI1i 1Ht5 411S1L011i tr COKOAMNCE WI/ :A � IS A•111.. 3ET41LS FEFEA6ACE0 IN NISOM111A14 ALL AFRIC111LE •A •AECT7ON DET41L5 AAA ALL TNOLTsta. STApMpS PERTAINING TO P•OPER RECTIDN 11ACLLAIIIO 1.E COFFECT uSt O. :E904A•+ IMACI4A ACV CATS aT ERECTION OETAILS Ku OIG Bail6in9 Syst••R. Inc. comma Burlington N•rtn•rn Santa F• 1 LOCATION PUGET scum SEATILE. M6 P•O* NAAR 455i 6W.:K706 N0RT141i1 SCALE RAM ITAFTElutln C wtnt•nanc• &attains •P BUILDINGS v* O-MYO[N THE AND MON :TAILS. ;T Yt'ALL NO SSR PANEL (9 -. 1N (60039) AT - NO SULATIQN ONLY U ROOF 'URUN� 1/4-1a • 1 Tie STRUCT FSNR (55307) FASTENER LOCATIONS 0 • 0 0 0 • 0 2 PER CUP • 570. NON -CAL • U1.90 • FM 1-60. 1-90 k 1-120 (FM IZAA8AM ONLY) SSR PANEL CLIP ATTACHMENT RCO1A6 NO INSULATION ON PURUNS He' BEAD OF NON-510:04NC TUBE SEALANT (50270) 55R PANEL CUP 55R rib MALE HEM MATE• AOOi1KFAL SEALANT SHOLLD 9E APPJEO TO ALL SSA EAvEE. ROOF =ABS AND AREAS ADJACENT TO •ALL TO AOOF, ROOF 1.001T CHANGES AND S1EPP9 ROSY EXPAND/ON A.M. IT IS RECCATROCE0 THAT AREAS AOJACDIT TO ROOF IF)01T D518 mot AT LEASt 3 90ELAP5 wiN THE SEALANT. APPLY SEALANT BON OVER AND UNOER CUP TAB AT SSR OR LOCATIONS * 20' MIN. ;AST. AT low CAVE. FULL LENDTH ADJACENT 10 ROOF HEIGHT CHANGE AREA OR 10' MIN 05T. FOR PANELS BELOW "AU. 70 ROOF AREA SSR PANEL SIDELAP ADDITIONAL WEATHERSEAL AT ICE DAMMING COND. •n4tel ••ATne it) RCO3A2 PANE SUPPORT CAP (RSC-) -1 ENOWALL OR 951.0 9E/D I' UP RAKE ExtEM510N ON 55R PANEL i START PANEL DIM I 1 I/a- LLN 1/4-14 • 1 1/4' STRUCT FSNR (55207) 2'-0. 0.C. RAKE SUPPORT BRACKET (RSB-) NOTE SEE ERECTION ORAWNCS FOR FIELD CUT STARTER. PANEL. DIMENSIONS r- SSR ROOF CUP FASTEN PANEL TO (RSC) NTH I/4-14 • 1 I/8' 5.5. STITCH FSNR A'-0' 0.C. 0 SSR STARTING RAKE BLANKET INSULATION RC10A1 PANEL RIB OR VEE RIB WALL AT1RMTA • .•nine %L 80Cf w T OCTAL TOR "RSNO O'1ANC OIMENSIa1 FACE .c :ALL Rano 5111 ; I� 3/16'• 7/e'. 5 STRIP OF TAPE MASTIC (503a9) L. J NOTE F1x(0 CUPS ARE MARKED *OH PA ITL'D TABS FOR EAST OENTIRCSTION. [(300113) 35R -1ANEL :...0 AT 9UURIET INS LESS THAN i (500a8) AT i AN0 CRT! BLANKET :NS , I s w spyCE `-SSR NODULE CONTROL S1RP (40910) OPTIONAL SSR ROOF AT FIXED LOW EAVE BLANKET INSULATION FOR SSR CLIP ATTACHMENT RC17A1 )' TAPE A9) 5. 30A1 C-) .APE 549) ER OF 1) R RS 34A6 SSR CLOSURE PLUG (80135) 2'-0" O.C. EAVE OMER STRAP (SLR') SEE EREC. DWG -ER SPACING v.-TA • 1 ti SS ROOF STITCH FSNR (57650) (1)/STRAP we -• %- TAPE MAS.SC (60349) COPIT. AID OVER PLUG CAVE OJTTER (EC-) lA-14 • 1 I.' S.S. R00F 5.1TCn FOOL (57650) 5 PER PANEL FACE Ci WALL PANEL VIP. SSR ROOF W/ EAVE GUTTER SEE RC38E1 FOR CUTTER STRAP ATTACHMENT PANEL. RIB OUTSIDE C05uRE (60140) IA-ta a A' WALL STITCH FSNR (565..) 1'-0- O.C. PANEL CLOSURE ANGLE (PCA-) PANEL RIB WALL PANEL RC32A1 PANEL RIB WALL •CHI _2 • e/•IM RAKE FASCIA (-)1 PANEL R18 FILLER (PQF1) FASTEN Pi PUKE W/ a POP !NETS (55265) NOTCH DETAIL A -A EAVE GUTTER CO ALL STS:EVS •.1••M • ea•y BIRO STOP (851) FASTEN IN PLACE M/ a POP RIVETS (55265) GUTTER CLOSURE (LOC-) FASTEN 1N PLACE w/ 10 POP R11IEI5 (55265) SEAL *SIDE PERIMETER OF CLOSURE M/ BRONZE TUBE SCALAR (50507 V1-14 • 11t' SS. ROOF STITCH FSNR (57650) 10 PER PANEL MALE RIDGE COVER (ICON-) 55R PANEL 1-SSR PANEL CUP SEE RC3aA FCR FSNR ANO 1 I )MASTIC PATTERN C OF RODE 1 fNi 7• PANEL STIFFENER (PS5) :EMALE RIDGE % COVER-(RGCF-) 9' STRIP OF He • 44,' TAPE MASTIC OVER RIB (80347) ARO 28' STRIP IN FIAT OF PANEL (80345) SSR RIDGE COVER ATTACHMENT RC34A1 .o4A1a • 43/0/10 RAKE FASCIA (RKF-) RAKE FASCA TO LAP UNDER PEAK CAP UPI 3• ATTACH (PPG-) TO (REF-) w/ (10) POP, RIVETS (55265) KE FASCIA 1/4-14 • 7/8' ROOF STITCH FSNR (576-) 6 PER PEAK CAP APPLY 3/16' • I/i TAPE MASTIC (80390) UNDER F1-„0' E OF PEAK CAP LAST.0 PEAK CAP ATTACHMENT (P-RIB ROOF) • •.flaw 'ULST1C PEAK CAP (PPC-) RC3884 SEE RC34A FOR FLASHING LOCATION CLEAN ALL W/1RG SULFATES 70 BE NEARER SEALER 1ENCLE FASACAL11C Ot.i RAIN. SNOW. KS. DEW OUST AND 01RT PMOR 10 APAUCATAN OF MASTICS AIb SCALAR FT. We' • 1A' • 3' TAPE MASTIC (80347) FOLDED AND LUCKED N70 RIB MARK FOR 1R1M LOCATION 30 NOT USE PERO/ SSR RIDGE COWER (RCC: OR ROCS) We • t.' ■ 9' TAPE MASTIC (80347) OVER RIB SSR RIDGE FLASHING FASTENER ANO MASTIC PATTERN •cs•..+1 31/1X/0 ERECTOR VOTE: 5184 REVD O 2 77. O.C. WHERE GROUND SNOW LOAD IS 40. CR GREATER. STRA RE00 AT 4 FT. O.0 WHERE CROJNO SNOW LOAD IS LE55 THAN •OI. SSE ERECTION Ones. FOR SPEOFIC BLDG. LCAO. STR1SG GUTTER STRAP (STR4) VP200 RIVET SEE EAVE DETAIL FOR CAVE CUTTER AITACMMENT NOTE VP200 RIVET SHOULD 8E INSTALLED AFTER INSTALLATION OF EAVE CRITTER :7E10 DRILL (1) 01A. HOLE W 55R PANEL AT EA01 RIVET LOCATION. RC32.. SSR PANEL. RC37.•I 1 GUTTER STRAP ATTACHMENT 14 to •1 :.' S.S. ROOF STITGI FSNR (57650) 10 PER PANEL 41.'et,.-•3"TAPE MASTIC (80347) EACH SIDE OF RIB SLOPE Ali • IN- • 28' TAPE NAST1C (60345) IN FLAT OF PANEL IRC34A4 VP200 RIVET R18 "A" $ECnp1 .SEAL NTH 1U8E SEALANT 80507 1RC38E1 SSR ROOF 40I11010 • MASAI THIS OARING. INCLMOING THE "KOPPA7:ON REPEOL IEIUIM6 IE aCPERTV OF VP BUILDINGS. INC. IT IS PROVIDED FOR ERECTING IRE 6UILDIAG 2ESCRI1E0 IN TE APPLICABLE PU0C1ASE 'xROER AtQ 511AIL NOT CUE Tm0IF1E0. ?EPROOUCEO. OR USED FOP ANT OTRER PI/OSE MITIQII PRIMA RRtTTEN APPROVAL D< e• BUILDINGS 11E GENERAL CSNIRACIIA ANO/OR ERECTOR IS 50.ELT RESPONSIBLE FOR 4CCWA1E. 0000 OUALITT, • ORSNANSRIP 1N ERECTING 1NI5 BUILDING IN COKORRANCE SILT. :“IS olARINO. DETAILS REFERENCED :N 'NIS OKAMLNG, ALL APIA. !CABLE ell ERECTION DETAILS A•O ALL :NOIAT'T 51ANOU0S "1RTAINING :0 PROPER ERE57*d. INCLIAING ter( CDwREC1 USE OF 1ERP0PART BRAC:1f.. ERECTION DETAILS MLL PANEL TIYOUE55 -( .TAKE TO 9.00E TRANSITION FLASHING (sRR-)-- PIASTC PEAK CAP (PPC-) NETAL - PEAK CAP (SPOT-) RAKE FASCA (RILE-) I/A-*a • 7/8' MALL STITCH FSNR (565••) 1'-0' O.C. RAKE FASCIA RETAINER (RFR10) 3/16- • 7/8' TAPE MASTIC (80349) AT PERIMETER OF (SRR-) 2 LAYERS AT ROCS RIB L_ 1/4-;4 a 1 1/8- S.S. R00F STTTCY FSNR (57650) FILL ALL `}OI.ES PROMEO ITS FLASHING (18) MALL. 'ANTI. OUTSDE CLOSURE 8C34A61 FOR PLAN VIER 1 I OF TRANSITION SSR RIDGE TO RAKE TRANSITION RC34A5 ALL WALL PANELS ctaW) . ae.n• CAVE C'TTE.R (EG-) DOWNSPOUT STRAP (DST*)-AS:E.N TO WALL PANE! AST, MALL 5T1TOH FSNR (565••). 'BEND TA8 TO S:CJRE 30n/ HALVES OF STRAP (OST1-) TOGETHER 2 STRAPS PER 10' SECTOR 5 0085P01T DOWNSPOUT Ei90W (OE-) FAS-v TO DOWNSPOUT M/ 2 POP 8VETS (55255) 1 ,`CUT ANO TAB HOLE CAVE .:UTTER CLUTTER �a.;•j� %AL NIPPLE E OTTER CONNECTION W/ 9R01•2E TUB SLAIANT (80507) DOWNSPOUT ASSEMBLY 00116SPOUT NIPPLE (ow) FASTEN IN CAVE OJTTLR W/ 8 POP RIVETS (55265) DOWNSPOUT (05-) FASTEN TO 001w5P0UT r4PPLE w/ 3 PCP RIVETS (55265) 555 ERECnaN ONs FOR 5UANnTY OF OOMNSPOUTS RC38F1 ALL SYSTEMS •ea110 • meA.W .G8 NO CA9927527-0l-EIE- TIE V CATE a+ OESC a3IL3R GIG Bus10*n9 Systems. Inc. C1J$1 R BA/')snOCOn NOrtne7n SINEW Fe LOCAt10N PUGET SOUND. SEATTLE. MA PRDy. "uE AS31 BUR INGTON NORTHERN SCA E SLOG WPC MaSn G Naantenance aul)D*n9 VP BUILDINGS vARCO-PRUOEN 0131/08/99 014448 ay�•� 404V Ct•10. iV \-1 *GIG SUMSTnUTE T/2' ON 4325 MOLTS . uN OF A307 AT Dot ENO Or FLANGE 00CE r•EN (51-11-) AR44ES APE WOWED 1/2' A 1 A307 BOLTS (A9050) 2 PER END OF 4-� PURUN LAP - p)3 • BOLTS+(49054) A30 TYP. AT FLANGE BRACE ( GCA CUP (BOLTED) GC/ CUP (wE(DEO) REFER TO CROSS SECTION 1/2- . 1 1/2- A307 BOLTS. NOTE: A325 BOLTS MAY BE REQUIRED. USE A325 BOLTS AT LOCAI10NS DESIGNATED BY ■ ON ROOF PLAN. FIANCE BRACE (FB-) OR (5F8-) PURLIN CONN. AT INTERIOR FRAME Rom 2W5l11U1E 'n' PA ',US .M R M IAU OF A,107 Ar EACH Er0 Cr FLANGE MACE HID. (SF/I-) MACES ARE REMAKE! 44 . 1' A307 BOLTS (49050) 2 PER ENO OF . PUR1JN LAP 45 ♦ V: 4 . 1 il' A307 BOLTS (49054) TYP. AT FLANGE BRACE y' • 1 y' A307 BOLTS NOTE A325 901IS MAY BE REOUIREO. USE A325 BOLTS AT LOCATIONS DESIGNATED BY * ON ROOF PLAN. FLANGE BRACE (Fe-) OR (SFS-) RSO1A1 6 1/2" OR 8 1/2" CONTINUOUS PURUNS W/CLIP Mau.. • WMAw PURLIN CONN. AT INTERIOR FRAME RSO1A2 6 W OR 8 'h" CONTINUOUS PURUNS W/0 CUP _Alw a/lln. RAKE BEAM MAY BE CAGE CR PLATE PURLIN CONN. TO END FRAME .--EROOFNOBAY PJRUN y' A 1 y' A307 BELTS NOTE: A325 BOLTS MAY BE REQUIRED. USE A325 BOLTS AT LOCATIONS DESIGNATED Sr " ON ROOF PI.IU& �♦ tS 4 QfL •14 RSO2A1 6 h" OR 8 h" CONT. OR SIMPLE W/O CUP AalAIC • a/aM Y.1 1/2' A 1' A307 BOLTS (49050) 2 PER ENO OF PURLO/ LAP PURLIN SUPPORT CUP (PC27) RE00. AT ALL 8 1/2' PURLLIIS THAT ARE BRACED 'A/ PURLIN SUPPORT uEMBERS (PSM). PC27 CUPS ARE NOT REO'0. Al ENO FRAMES, Trans FRAMES CR EAVE PURUNS W/ EPC1 CUPS. REFER TO ERECTION ORwO FOR PC27 CUP LO0JITIONS. — 9r� 8 1 /2" PURLIN SUPPORT CLIP BOLTSA(49054) A707 2 PER CONNECTION CCNTM)OUS a 1/2 PURE INTERIOR FRAI.E RAFTER 3Em. RSO3A1 AT 8 1/2" PURUNS SUPPORTED WITH ?SM'S Nmlw 4 61/01/a FASTEN RAKE 04aMO. LAPS '4-14 . 1 14- STRUCT 7949 (55307) Devitt i MAKE 0•A.Ilt (RKC1--) Ar i y''10MS (MCC—) Ar 3 W' ambits (RE41) AT /t W Babas (1) 5F-14 . 1 Y.' yam smucr (55307) -SM r RAKE CHANNEL TO .PURUN (SSW) j F 6 h., a A. OR 11 Pi' PURUN (PR OR VR WALLS) MIDI+ WPM . 1 W. A325 BOLTS (49080) 4 DER CONNECTION PURUN CuP (EPC1) BELTED STANDARD LOW EAVE PURUN N'si JCP052050 404401 HAUNCH 4EMBER EPC2 WELDED LOW EAVE PURLIN (INN. FRAME) JCP052050 RS11A1 6 )$" OR 8 'h" PURUNS (0.S. GIRTS) •PUNO • M/N1N1 FACE CF HALL PANEL 1/2' CLEARANCE BETWEEN R(W ANO WALL PANEL WP. AT OUTSIDE FACE OF PANEL RIB -♦ 90TT0M OF ROOF SHEET PANEL RIB MALL PANEL PANEL RIB WALL AT EAVE STANDARD LAVE PURUN WC11A1 14• 1 y' A325 BOLTS (49080) 2 PER CONNECTION UNLESS NOTED RAKE BEAM NOTE: CUP CONNECDON MAY BE REQUIRED. SEE ERECTION OWLS WELDED LOW EAVE PURLIN STANDARD IAA EAVE PURUN FRAME RS11A2 P & 8 END FRAME (6 'h" OR 8 :h' PURLIN) ASNAlv1 • 0./N1M 14-14 A 04' WALL SRTO4 FSNR (565.•) 1'-0' 0.C. OUTSIDE CORNER FLASNNRG (CT-) OU TSIDE PANEL RI NdeNn 9 PANEL R18 WALL PANEL RIB INSIDE CLOSURE (80120 SAS^ TRIM Car-) NOTE A CONC. FSNR MUST 3E LOCATED LESS THAN 5' FROM EACH END CF 7HE BASE MEMBER 3/16' . 1/4' TAPE *AST*C (90390) 12-14 . • 1/4' WAIL STRUCT FSNR (564••) 2 PER FOOT ANGLE (3AI) "18'•L w:T.iA(• re: 6 ate( Fi1ASH FLOOR 0R TOP OF CURB WALL CCINCRETE FASTENER BASE OF WALL ATTACHMENT WCO1A3 SQUARE CUT PANEL RIB W/ BASE TRIM .aw4. • WW1. 12-1A A 1 1/4' WALL STRUCT :SNR (564•1 1'-0' JAMB TRIM AT OVERHEAD DOOR PANEL RIB WALL •Q•4w1 • M7,Va JAMB TRIM (JT-) WC24A1 4-14 . *4' WALL STITCH FSNR (5E5.4 1 PER SUPPORT AND 1 PER GIRT SPACE 2 FSNRS REOb *HEN SPACE EXCEEDS 6'-0' 12-14 A 1 :b WALL STRUCT FSNR (564.4 2 PER FOOT 12-14 . 1 16• WALLSTRUCT FSNR (564..) 2 PER FOOT - PANEL RIB WALL EAvE OR RARE MEMBER INTERMEDIATE watt CURT 12-14 . 1 'A- MU- STRUCT FSNR (564.0 1 PER F001 AT :NT OIRTS BASE MEMBER PANEL SIOELAP WCO4A1 FASTENER PATTERNS ryM • M/I$/ l SECTION A -A 12-14 . 1 1/4' M U- STRUCT sT4R (564-) 1'-0' O.C. VA PANEL RIB WALL PANEL TRHM (HIS-) 12-14 A 1 1/4' WALL STRUCT FSNR (5i4•-) 1'-O' 0.C. 0001 FULSRRNG 000R N{ADER WALL TRIM AT DOOR HEAD OVERHEAD DOOR OPENING .0t0 • 07/11/111 1Ni5 OR4r1AG. INCLUDING THE 'I9ON.4TTOP NEREON. REWINS 1HE PROPEP1v OF M MUILOI9S INC. I7 15 7P0YI0E0 =OR ERECTING NNE 3UILOING OESCRIKE0 :4 1.E •PPLICAHAE RupCHA5E ORDER MG SNAt1 'ELT SE +00Iri50. REaRD0UCf0. OP uSE0 TEA ppm O1NEP PURPOSE .I1NGU1 PRIOR rRII1EN 4PANOv.l 27 vP MUILO1NG5. NNE GE•EPs1. CORTRAc O1 A4IO/OP ERECTCN I5 SOIEL., 9ESaOus:3LE FOR AccLwAtE 0000 ouft tv. tUORR*4NYIIP :N EPEC"NG 1NI5 3u1101NG :A C019 I.CE •INN '..IS IRL.IIG. OEIAILS REFERENCE0 :4 77:5 COPPING. 4.1. APPL.C4MLE vP EREC::c, OE14:t5 A40 ALL :NO671w 51A4p.P05 ° 4141vING :O MOPS ERECTION :NCL.A:1G 'NE :0PAEC1 !AL Kr :ENPOR4Py SPACING. REA Ogre SCALE WC24A2 ERECTION DETAILS LOCATION IT RAKE 00I*01. OR RAKE Vwtr, SEE 1 (N1 12-14 7910 (5 2 / .".`rE AT SIDE OF Page. RIS WALL PANEL (SM - EC80E 0190031 PANEL RIB ENDWALL AT RAKE W/ BLANKET INSULATION •0•P0 • Wile 'G1L- S116ONR T/2' 3a 425 10uS a LOS OF 4107 ar FAO• E10 or F(AIQ MICE s01 (95-) iMm MI MUM) 1/2- A 1 1/2' 4307 BOLTS (49054) TIP. UJ4. (�FLANGE 311ACE () OR SFB-) 1/2' • T' AND BOLT (A2050) int. UAL 1/2 • 1- Aso 80.E (49050) sous 4 PER NAP 1/2' A :' A30'- (A90 8 2 PER IM CUP MO SE maws (( 1/2" a 1 1/2' (O20}4) 2 PER GIRT CONN. AT SIDEWALL COLUMN i 6 T/2" d( 9 1/2" OUTSET CONTINUOUS 2a G(RT5 3ur11ngton NOr5n9rn Santa FM PUGET SOUND. SEATTLE. AM P'0"" N4.4 4551 RI0 INGTO4 NORTHERN 4— 145n 1•11nLMAnc* 8u I101n9 VP BUILDINGS va/co—I1RRO1N IOLTED) TEIDED) ROSS SECTION I" A307 BOLTS, OLTS UAY USE 4}25 ATIONS Y c N. CL BRACE .) OR (SIB-) RSO1A1 N01C SNgslOolE 'w Y .32S DOLTS w LIEU Or 4J07 .T CAD. ENO 0< I. MAX .Q CSTe-) M.CCS mic mCau* D . BOLTS (4900) 2 PER ENO OF P1R LI N LAP tl A l Hi A307 BOLTS (49054) TYP. AT FLANGE BRACE ri' . 1 X' A307 BOLTS NOTE: A325 BOLTS MAT BE REOUIRED. USE A325 BOLTS AT LOCATIONS DESIGNATED BY * ON ROOF PLAN. FLANGE BRACE (FB-) OR (SFS-) PURLIN CONN. AT INTERIOR FRAME 1) LON RUN 52050 RS11 Al RSOIA2 6 1.4- OR 8 /h' CONTINUOUS PURLINS W/O CUP ammo GAF 14"•114" A325 BOLTS (A9080) 2 PER CONNECTION UNLESS NOTED RAKE BEAM NOTE O.JP CONNECTION MAT BE REOUIRED. SEE ERECTION DWCS WELDED LOW EAVE PURLIN RAKE BEAM MAY BE GAGE 0R PLATE PURLIN CONN. TO END FRAME 6 h" OR 8 W. CONT. OR SIMPLE W/0 CLIP maw* . HARA/H ENDBAY ROOF PJRLN YJ' . 1 14' A307 BOLTS. NOTE AS25 BOLTS MAY BE RECURED. USE A325 BOLTS AT LOCAROHS DESIGNATED BY ■ ON ROOF PLAN. �' t5 3L 1RSO2A1 f si 1 /2' • BATS (49050) 2 PER END OF PURLIN TAP PURLIN SUPPORT CUP (PC27) RECTO. AT ALL 8 1/2' PURUNS :HAT ARE BRACED w/ PURLIN SUPPORT MEMBERS (PSM). PC27 CUPS ARE NOT REO'0. AT ENO FRAMES. TRUSS FRAMES OR EAVE PURUNS w/ EPC1 CUPS. REFER TO ERECTON ORWC FOR PC27 CUP LOCATORS. 54 8 1 /2' PURLIN SUPPORT CLIP 1/2' . 1 1/2' A307 30LTS (49054) 2 PER CONNECTION CONTINUOUS 8 i/2" PURLNs INTERIOR FRAME RAFTER BEAM RSO3A1 AT 8 1/2" PURUNS SUPPORTED WITH PSM'S m1• . A3.Wu. ENO8ALL 3 FASTEN RAKE CHANNEL LAPS ■TH (2) W-TA■ 1 TV STRUCT FSM (55307) ,-,RAKE CHANNE). (RKCJ--) AT 8 14' PURUNS (RKC--) AT 3 A' PURUNS (RKCH) AT 11 :4' PURUNS (I) '.4-14 . 1 %" *ALL STRUCT FSNR (55307) RAKE CHANNEL TO PURLIN (SSR 6 W. a Yl' OR 11 1.4- PURLIN (PR OR VR WALLS) ammo st/I.AI RS1OG1 STANDARD LOw CAVE PURLIN 44 FRAME RS11A2 P & B END FRAME (6 1- OR 8 ;h- PURLIN) 10W01 • q/q/.! B PANEL RIB WALL PANEL RIB 4490E CLOSURE (601}O 1/2 BASE TRIM (ST-) NOTE A CONC. FSNR. MUST BE LOCATED �1 FROM EACH END CF 7HE }/16" . t/A' TAPE MASK (80390) 12-1. . 1 wALL STRUCT FSNR (56444) 2 PER FOOT BASE ANGLE (3AI) 1$"LCNlsiNA A.T li4 Po...A- = ?ccz 6 ate( . Jt7R5H FLOOR OR :oe OF CURB WALL CP.NCREtE FASTENER BASE OF WALL ATTACHMENT WCO1A3 SQUARE CUT PANEL RIB W/ BASE TRIM 14-14 . K" WALL STITCH F9/R (585..) 1 PER SUPP I7 AND 1 PER GIRT SPACE 2 FSNRS REO0 WHEN SPACE EXCEEDS 6.-0" I I I I f 12-14 . 1 X" WALL STRUCT FSNR (Sta..) 2 PER FOOT 12-14 . 1 H.' MALL STRUCT FSNR 2 PER FOOT PANEL RIB WALL EAVE OR RAKE MEMBER NTERMEDIATE MALL CRT 12-14 . 1 Y.' WALL STRUCT FSNR (564..) 1 PER FOOT AT INT GIRTS BASE MEMBER PANEL 90ELAP WC04A1 FASTENER PATTERNS .m.uw . rASM I It* RAKE CHANNEL OR RAKE ANGLE mu. VARY. SEE (RS(O ;;; 1 1 t 12-1A . 1 A' :TALL STRUCT FSNR (56444) 2 / FOOT ONE AT EAOH 90E CF RIB PANEL RIB WALL PANEL (SEE ERECTION ommarsGS) PANEL RIB ENDWALL AT RAKE WC10A1 W/ BLANKET INSULATION QY10 •./wnW RD EAVE WC11A1 X-14 • X' lull STITCH FSNR (565.-) I.-0" 0.C. OUTSIDE CORNER FLASHING (CT-) OUTSIDE PANEL RI: WALL 0:aNn Lis PANEL R18 wALL 20A1 JAMB TRIM AT OVERHEAD DOOR WC24A1 PANEL RIB WALL a2YTi env. L WALL TRIM AT DOOR HEAD WC24A2 OVERt(EAO DOOR OPENING aren • 117/13n4 mom SURSTI}UIE 1/2' s. A125 BOAS * LEU OF 4307 AT TROT Ems OF RAKE OeACC 111•01 (SFB-) EWES A4E AMOK° 1/2' . 1 1/2" A307 BOLTS (49054) IMP. U.N. FIANCE 3RACE FB-) OR SFS-) 1/2' . 1- Alo Bar (A9050) TAP. ux 1/2' • 1" A}07 BOLT (.9050) BOLTS 4 PER LAP 1/2' A307 sous Moo) 2 PER CUP GIRT CUP (34) MAY 3E SHOP WELDED (GC1) jW1404401. "-1/r A i 1/r *T07 BOLTS (a905s) 2 PER CUP GIRT CONN. AT SIDEWALL COLUMN 6 1/2' & 8 1/2- OUTSET CONTINUOUS ZEE CIRTS •.m*N. • Wvr/. BOLTS WSO1A3 I - THIS WANING. 1.CLUOING T1E 1NFOPA*1IDN HEREON 3EAAINS •1E 'POPEP?♦ OF vs BUILDINGS. INC. IT •5 PPOvi0E0 FOP r0ECTTNG THE aUILOING DESCRIBED .N •E APPLICABLE .uaCHASE OIIOER AND SH443 NOT 4E NOOIFIEO. •KAMOOUCE0. OP USED rCA AN, OTHEP P0RP05E .IT.ONr w)0R AAITrEN APPoovAI ZF•P YHLDINGS. HE GENERAL C3410.5SOR AAO/OP COECTCP 15 SOUL, PEi?0N5:aLE FOP ACCWAIE. DODO 00ALIT•. NOO4.4NSNIP :N EPECT:NG THIS &AWING :N C6f0o.AACE NIT. 7•.I5 WANING. DETAILS PEFERENCEO :N ToiS ORANIN . ALL APR:CABLE vP EREC::C,7E1NIL5 AAO ALL ....Musts. STANOAR05 ATAl4.ING :0 PPOPEP ERECTION .NCL.A;NG ' E _".POW 55E Cr 1ENPOR*Pv SPACING. ERECTION DETAILS 4-ae No. 419927527-01-0E- PEv PATE a• OESC BUILCER CHH6 3u1101n9 Systems. Inc. CLSrO1EP 3W'1ington NOrtnern Sante Fe LacATtoN PUGET SOUND. SEATTLE. WA ANE 4551 BURLINGTON NORTHERN SCALE `ENesn a •relntenenCe Buil0in9 VP BUILDINGS v*RCO-rWUOEN "711/08/99 MM. eV 0.40. 60 A' • 1" A307 SOUS (49050) a PER 0JP A307 90.TS (49054) 2 PER CUP ENOPOST GIRT OJP (CC•) NAY 9E SHOP *ELOED (CM) SASE .•`., SL.ELta i‘312r• Do nA014.: GIRT CONN. AT ENDWALL ENDPOST 6 1" dE 8 Yt OUTSET CEE CiRTS •••••• • at/ago 6W OR a14" JANB. SS10.E OR DOUBLE FRAMED OPENING 12-24 • 1 w' STRUCT FSNR (56101) 2 PER JAMB (ALTERNATE TACK REM) t v.- ) t- r^1—a s+ I • .v of. I I • .4 e, Ly^�j SECTION A -A WS0281 BOLTS (n9050)12 PERA.10'CU ENOPOST 1/2' • 1- A307 KILTS (0050) a PER BOLTS POST £4s, BOLTS GIRT CUP (CC4) MAY BE SHOP IELDEO (0C1) BOOLTSf09054) A307 2 PER CUP GIRT CONN. AT ENOWALL ENDPOST IWS02B3 6 1/2" k 8 1/2- OUTSET CONTINUOUS ZEE OPTS 1 I •Pia•• • m/•vr MOTE: aCi0 .ITCH d 14 EMOtrLI oat siAmcc toad CORNER COLIPM f.AO¢ 0044 MUDS r C0LUW1 A' a 1 A A307 BOLTS (9054) 2 PER CUP 6A'ORaH- Et1pwA1 L oar CORNER GIRT CLIP (CCC-) y.-141 t 1 W STRUCT FSNR (55307) 2 PER ANGLE e Ye • t N- A307 09054) A PER OUP GIRT FILLER ANGLE (GSA-) GIRT CONN. AT CORNER COLUMN ORE CUP SEE FRAME SECOOI 905 CUP NARK (5 A' • 1' A307 SOLIS (49050) 2 PER OJP HOLES NAB BE CENTER° ON COUSIN 6 Ye OR 6 H" SOEMALL COT ANY OUTSET GIRT AT EW. ANY OUTSET GIRT AT SW amt. ■ weir WS12D2 CORNER COIUNN RAKE CHANNEL. 6 1/2- OR a 1/2- S10EMAUL GIRT 1/4-14 s 1 1/4- *411 STRUCT (35307) 2 PER GIRT ,/2- . 1 ,/2- A307 BOLTS (49654) 2 PER CUP 60UE7 CRT CUP (CC.) NAY 8E SHOP 0ELDEO (CC') In' • I- A307 BOLTS (49050) 2 PER CUP (BOLLS MAY 9E CENTERED) GIRT CONN. AT CORNER COLUMN EW512061 OPEN e.g. ANY OUTSET GIRT AT SW ( I Waa • Wawa s►' • Y ARP 30L1S (4913R) 2 PER JARS s )4- OR 3 >• ZEE ORT 8 a- 3 Y4- SECTION A -A JAMB TO GIRT 8 Y!" JAMB. ANY ZEE WIT yea • WRNS MIA wean NO mi. ETA Awls a- i• AMOR JAB s11 SRC 00U JAMB BASE ATTACHMENT JAMB BASE CUP (.2C1) O 8 Y4" JAMB (.4C2) a 6 A- JAM6 14- ANCHOR BOLTS CRETE F9JR AT a6" 0.C. (NOT 9Y V.P.) BASE MEMBER WS20A8 6 YJ" CR 8 1/2- JAMB •RaiM.. • Pinata • 1' A307 BOLTS (49050) 2 PER a A' ORT 3 W' e SECTION A -A GIRT TO JAMB A 8➢"ZEE GIRT. 81"JAMB •oa1YJ • m/r/•N 6 A' ZEE GIRT 8 14' JAMB. SINGLE OR DOUBLE WS20D2 yt' 1 1- A307 80LT5 (49050) 4 PER HEADER 6 A- CR 6 A" 000R HEADER 6 R ORS I e »' EQUAL. 3-. EQUAL Si I —F OPENING H0017 SECTION A -A HEADER TO JAMB 6i4-0R8%t- JAMB. 524CLE WS2009 ANY HEADER. ANY SINGLE JAMB Mssa • ,Sri. • 1 A307 / BOLTS (9050) / 2 PER CUP CRT CLIP (CC.) CR SHOP NE1DE0 (CC1) A- • 1 W. A307 SOLIS (4905a) 2 PER CUP Y1- • 1" A307 SOLIS (49050) a PER ELIP JAMB TO COLUMN CONNECTION 6 r Ye JAMB. GLE DR DOUBLE W521 A4 8 h- OUTSET ARTS. 8 'h- JAMB •IT•.•• • PTA•I4 THIS 0RAr11G. IMClt.0110 TIE 1W TlO• HERf4A. RERAIMS THE PNORKT4 OF N SNILOI•GS. PC. IT IS PROPI0E0 FOR ERECTING TIE *N4L01.0 a) Etta L TNE Oe .APPLICABLE Ii4f4 E4PRmIR0. 011 uSE0 FOR am OT,ER PA•OSE NI Irani PRIOR war ITEM AP•b4AI Of PA Eu1101010. TIE GENERAL CONTRACTOI * 0/01 ERCTLO IS SOLELY RES/OSIELE Fa •CCW1E. .AID OWLITY. IgPtWN6HI• IM ERECIINI 'HIS du1L01MG IN CONFOPIAACE •ITN :HIS ONIONS. DETAILS Yr1toiakE ERECTIO•IOETAILS AROIAAL DIXIST0' STANOARI-.. PERra410Hi TO *ROPER (PECTIOE INCLIAIMG TIE CZO ECT uSE i TE• 0•••• TRACING. REP OATS 0Y ERECTION DETAILS OESC au CMG Rua Ming SBSteMS. Inc. ..610E0 arrli6Rttln Itrrtnern Santo Fe LOCATION 4JGET SOUIQ SEATTI.E. YI1 4351 askINGTOR moarroE* 3LCS M'.411ean G maintenance aaifellls VP BUILDINGS • ENOPOST 'OST WS02B1 1/2- a 1- A307 Bars (49050) 2 PER CUJP'\ ENOPOST 1/2• • 1- A307 BOLTS 09050) A PER 1Z Bars 4. POST 40` BOLTS GIRT CUP (GCA) MAY 8E SHOP NELDED (CC1) 1/2- • 1 1/2- A307 BOLTS (49054) 2 PER CUP GIRT CONN. AT ENDWALL ENDPOST IWS02133 6 1/2" & 8 1/2" OUTSET CONTINUOUS ZEE G1RTS I a a1/e.Aa NOTE; GELD WWI a 14- END-ALL (ANT RANCE .(N COMER COLUMN fJ.GE aOM ESIYEEOS T- COLUMN Pi" a 1 A A307 BOLTS (49054) 2 PER CUP 6SS" OR8H- ENONALL CRT CORNER CRT CUP (GCC-) 44_14 ■ 1 V.' STRUCT TSNR (55307) 2 PER ANGLE e ri-+1 25 A307 (49054) 4 PER CUP CRT FOJ.ER ANGLE (CPA_) GIRT CONN. AT CORNER COLUMN ANY OUTSET GIRT AT EW, ANY OUTSET GIRT AT SW .Par. • mMl. GIRT CUP SEE FRAME SECTION FOR CIJP MARII IS ri- • 1' A307 901.1S (49050) 2 PER CUP HOLES MAY BE CENTERO ON COLUMN 6 ri• OR a 2DEVIAIL CRT WS1202 CORNER COLUMN RAKE CHANNEL 6 1/2' OR a I/2- SIDEYIALL CRT 1/4-14 + 1 1/4' NAIL STRUCT (55307) 2 PER CRT ,/2- • 1 ,/2- A707 BOLTS (49054) 2 PER CUP GIRT CONN. AT CORNER COLUMN 90UE0 CRT CUP (CCA) PAT BE SHOP WELDED (CC1) I/2- a I. A307 BOLTS (49050) 2 PER CLIP (BOLTS WY 8E CENTERED) WS1206 • OPEN EW. ANY OUTSET GIRT AT SW .NI>Me . as/RAN ri• • 1- A307 BOLTS (49050) 2 PER JAMB swore** 2EE OPT SECTION A -A JAMB TO GIRT 8 W. JAMS. ANY ZEE GIRT •Bat. • 1004.. CHILD town ua °AAA (7) 01N(128 REELS Al EEL ON 10 ArraOS JANE CRT ELEVATION 8 ri' JAMB. 8NCLE CR 001181.E � 20A2 .—JAMB BASE CLIP (.aCI) 0 a ri JAMB (.0c2) 0 6 H- JAMB St' ANCHOR BOLTS CONCRETE FSNR wT A8- O.C. (NOT 9Y V.P.) BASE MEMBER WS20A8 St" • 1- A307 BOLTS (49050) 2 PER 8 SS- CRT -mom a ri• JAMB. N 11�— SDR A �� DOUBLE 1 6 ri' ZEE GIRT J 1 SECTION A -A GIRT TO JAMB WS20D2 8 YE- ZEE GIRT. 8 Yt" JAMB NORM •Roam ri- • 1- A307 BOLTS (A9050) ♦ PER HEADER 6 H- OR 8 ri- DDOR HEADER 6 %t• OR% EOUAL. 1-- EOUAL I I 1,1 1 O O —T 1 I OPEMNC I I 1 I HEIGHT SECTION A -A HEADER TO JAMB A 6St- CR a ri' JAMB. SINOLE WS2009 ANY HEADER. ANY SINGLE JAMS MOW/ . Pair/. CRT CUP (CCA) CR SHOP YIELDED (CM) • 1 Si" A307 BOLTS (49054) 2 PER CUP ri- • 1' A307 BOLTS (49050) 4 PER CUP JAMB TO COLUMN CONNECTION Pi + 1' A307 Bars (49050) 2 PER CUP a ri' JAMB. SNHGLE OR DOUBLE WS21A4 8 'h" OUTSET GIRTS, 8 /t" JAMB .mu.. • ar/pt» HN15 ORANt1G. INCUOUO NNE UFO.P. I4N .EREDR RENA1N5 THE PROPERTY OF PP BUILDINGS. INC. IT IS PROVIDED FDA ERECTING T4 BUILDING DESCRIBED IN THE APPLICAOLE PURCHASE ORDER u0 SHALL NOT Se •00IFt60. REPROOLEi0. OR USED FOP Au• DINER Putlt * ■IT.OUT PRIM + MITTEN ARuORAL ce K SUILOINGS. IRE GENERAL CONIAACTOR u0/011 ERECTOR IS SOLELY MESPWfIB.E FOR ACCIPATE. :A00 OUAL27T. NOPKRANSNIR IN ERECTING :HIS BUILDING ;N CONSOMNNCE .I7M NOS :RUING. OE7AILS M EPREECCTIONtT. 0E7Al1S�WOIEE ALL AAI. 14*151N �ICABLE s7AN0N05 PERTAINING TO PROPER ERECTIOR INCLOING 7.E COPRECT VSE 3* .000RARY 'PACING. ERECTION DETAILS A 10. CA9927527-01-0E- Rev OAr6 a• MSC • C1K &NI)Oing 5ystt.s. Inc. "AV« Burlington NOrtnern Sente re Lour tot PUGET SOUND. 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C3) - 0 cr CD .0 n) c 0 N CD-w (CD O Q. 5 Dg Cr. CO O. 0 CD N (D _< m CD 0 a M. (n CD 0 C) ? 0 n o03 0 o O � N Cl Q. O.a m o CO73 .D (D 0 (D O N 0- • C) ((D :s;ulealsuoo ewll N 7C m 0 -i o Z cn 7 a . m o 0 CO al m 3,n 0 7:3 Q A' 3 7 (a. I)• L co a) -0 j 07< m7 co 03 CM cn O. N < i. •< O n M 7 N 3= -5 O O N o 0 7" p) 7 73 7 2 0: a 0. N -+ '< • 0. ja =:oa Q.5 3 .0 o'm 7 � 7 Cr A(D ••-► S N CO0 0.0 5O ca ma) • = .•..?N ao 3 o a)W O (0 0 0 mao > >o o S o .c a in 0 • O -/ (D O 0. 0 7 01 a) -, a) a m (D 0 Q ^ O m0 N • CT N 2 O n 3 '� 3*0 O 00 7• ..c y C) 0) (<D (D C ( • C) 7 N C) 7 ? aS= ..c o o Co 0 ' • 7 C_, CO 0 ^! a (0 N - o-- 5cn o m 0- c▪ o c Q O 0 � m - m 73 C71 Z 3 Q m m m 0 0 0 w 0 O w 0. SJBPPl9 0; suollafJ1sul corn- N N N N N N N N N D 5OSCD D O fn o co co 11 co co . CO N) -a _a cD cD a _ A� Co 0 3 N 7 A _ _ to tp OQ3 xce ? O p 0 om-1 p cu 5j ? -5O ? -0 vs 0 - 0 5 s • 0 N 0 O - cD cp cD O < N a N O cD tD cn O tD O cD < Ga. cD 3 co cD o cD tD ,may O m m C a) ri 0 CDFp' 41 3. O co p) Ca) C O N g N E a cD Er v c�D i' N Fir ? O C CO 3 3 oRi-.nco N g g am D o g ° m g no 3 S g 3 .00.g m G� co al. C .- I - N a) O - O= - - .< - - - O v, O a) tp u) 2'r 3 '5• -� c ao C.NN�CD ?5U 3*6 0DJ D ogD =1 tn0 0 < cal (i 3-0 tt) O. a 0 0. 0 03i co d A- O 0 m a 3 O a 0 n cal 0 > 0 p �, * 5 m 5 v IT o .3 cco 3 co to 3 m-= °. oa) DI z ii P. ,0 o- o oto C QN Co �m o o co 3 m m a a, m 6 �3 �' n a o �0. � m n m vim, m 3 m D°1= 3 Sm m O 07 7. d tOi, a2 o" m •a �- i n:i CO ED 3 CO D to 03 co 00 0cn o o a 0 0.s01 a°' N3cal a a� ..�cnm� o3m3Q`20cDa.<aN aaCD mC) a =in) O N—Ccp D NNcal O cp a N3 tDfD C7 cal o D3 n a N o 3cD 2 CD 3 a--m 53�v 3aNy'-O ....(1102 al ,- N O -0 * 2' C) .+ N cal n cal 3 3 aOo W o III nai _c = .'0 3 c?D D C 2 -' o n 5 3 =(0 o = d -^ N N a `< = n 0 C) N 0 3 O = cal v, m a o o 0)o N o m3 oN NC O 0 CO n m a`< now o °' a ..m ~�3 3 n� � �• u)? O cal 0. n D ,< (ij C O O co Q n is cal c 3 ui= co 0 ‹ o - Qo o5,tCD ? 0'1 O O O N C N co N ?? C O D= O O cal O p co 7 0 C) N 0 W a _ O �< N = = CO co D a CO) 0 .. 0 CD 3 a vi pCD -_ O O cal coCPI 8 a m a O N N C<) , O 7 ill c0 3 0O co 7 O oO o Q O a-10 N C N N C N °' :±< 0 ac � o o 0)- m a3 o - 3 �S am N co'D O O .lcal o=� �� N-o�-.,c y3 cQ N nm Q co N D f� 3 `. 0 0 Q O O .. ._+ CD C tD 3ai a N cal C) O a 2 D 7 0 0 7 a 7 D ? C) D: O D C cal 0 CDNo 0(D o� oNa_ �.. CD n.co co a, D=0 -Doa �N 3 o tom -Ia m �� CO tp D cp a 3 N .. cal — C 0 O cal 5• F O o- a o FP Cl 3 a cal N d O N a D' O -0 N cOi, O a O N C) a)-D= `�,o oCo ?033 mm v CO Ai 3v; cal 3ov o�N as c�3 a �� m� o mC -Q o in" CL motu d `� CTalC m < � 0 0 0 a� m- O m o. na N SI S213aa18 01 SNOI10112l1SNI 001.00 a381Nf1N 1N3Wf1OOa siopplg o; suo!;onJpuI (p W D N N N N N N N N N N N N Oo CD A - O Cfl OD V O) CD A Co.) IQ..Ao 41. la CD CD off3 o w ?0 m 0 Cho m M c 50 m.o •na 5.i 7) 3 05c 50 70Mv no 0-I id m o� m 4o d 3 c o s m CD = cfDi al ca v m 3 m P nS m °' 3 3 3 o•m� m O O C 7 m .-. � O. m (np o 7 m = -' 7 O i 3 o p d CU C) m= ID �, >> . C) O O o Cu' p) al p) m m (n m C) 5' a))3 U) m j T p 3 3 2 GOB) .Ti 0 5' o. --I .n-► - •O► a Q !p► 7 p g as O O O a) 3 O `� 3 k m p) m m= . 3 m -� O O N 0) * 0 000 Cf `< - n) , () O y p 0) -, 0 = O O O m (I m m _,, n a . p O p (D 2 .+ m ° m ma 3 m `� saaT y N y< fl=' E. o 0 "o O3 3 3 * r.0 < y W O O U .< ^' LI) y p, () N * 7 3: C .+ S 3- V V 'o :.. m (D Z O O (n > (n d m N O m O O ? N n ? n < O O ID O O m m 7C o -"� m -�?D m m m m y ni 3 m c m-o < << •mo m o < oo oon) vmo ma N-.0 CA a) 7'°) m�3= mm m ma�. 3m cb 3 a Q o aa) �0 o f a2i aio > ?ao tea,= m =iiio : no 0� D m •U v Q (7 m p C) m y ,. ? = m a yO •• m m 0 a O -, p. -' m 3 ? (Cv) C (= m ? n O= `� p (� a O C a; 3 y _ O 3 "' N y J N 0 yr m 0 3 m m N O O (� o _: 'D .n-. o �- . -� a 0) 'O O_ L (0 0 - O O O_ g * w p) mu, -' N a g ? '1 -o 0 m (n s y y O N - m al n p m O m O (�D , =• y m m N 7 n m 0 m Q N `� .-: (n 70C' N p Ci C co m j j O N n m 01 i .-► y y y y m N y o . y O LU y o o B C 'O O N 0 p LI) (p a n Cu N m •,pY j to 7 - N 7 CuLOl y m �: m m m 7 a a a) (I) O ,., `z c' C. Cn m y O 3 N N D ? 7 13 ((DD 6 .O N• 0 p) m m N 7 C .-.• 3 O m m m 0 O 3 o 0) (D -I 2. . N- '< m C) = (�D y' ni O to m O n N- o N 3 n O d (a o J. m O N 7 O. 0 �; O a, O al .+ * 7 a) O 013 7 m y 7 r� � o(o cn o�.y o(o oP.OcO1i (n�. �� �� i m n) = m �,o CD aa,m . ?� O O o a m— .. O a* rt sm (u ig m Q p a 5 O'.0 0 (1) <13 0 S 5 m a n o 0 3 y c Q .+ .. 3(D .+ m m ay .m O (p > > na? s j n m p3j a, O 0. O a < m (p tpi► p N ,. -0 n• A p o m m m CD n= O y y .. (D C a in O n y O y 0 p C) O a3 N 3 0 m m a(o ag c 3'� d �' c m o 0) .0 3 0 >> �, �� 3 o°,m n o 0 co .O o. = 5-a- -c) o O(0 < a( v C C rt 7 O y (n O O (D 01 0 O- 13 5 p c (mp N 7 3 n CL ? (�D C (p O G1 ai (_» * a S !G ) O m= 5 O y m o (ap N n j N .n-► y a o O n j' p m 7 .. O O 0) n aC) 0) .�. O .. ri. < -CO a (CD 3 R. - j O j 3 N (DD N ? (rD n O_ .n+ .. 7 O (A 'O .m. m (D O a) N p ,-. ? V► a C " 2 A cn C D 7 m �. �,. n p0 fl 0 O CO N N Lq , . a a 5' Nm o= 3m y, 3 N�,� m o 3 �� mm0 - 5* p 7 n. y C N °-gyp O (n "" n) (� '' O (D 0 3 Q n m O Q O d .+ -, y C O ] •7-► .C•► y N o �y te � a <N "0- ) am m m: 3 y m o ? O 2 * n m `� m C p °' m ? a 0) (�D ' m O 0 Q= o m m m 7C• << O a . . ' O 6 (n 'Jepp!q 01 tJ Addenda may also be issued to modify the Bidding Documents. SJGPPl9 o; suononJ;su! 01 O ?2 5" 0 0 ?o m c mCD �g i*U3cm-0 "• CD S N-. d O CD CA 0 7 C 7 7 O m 0. N N 0 7 N N = 0 0) a,<. ff 0) 0 a 7 (D � c o (D<'�n( Q o.'< 0 01 7. aOQa,(o (0 W a Q (D 7 Oa0 a0 II1(o30 o) c ?. 0 0 Q n a u, S O 3 0 0) tD m (°� 30. N<". • O� (D 7 v (D •G d 7 O O (0 c C 07 3 o O — (D a) • O a 5•N o N N O 0 o N Qao Interpretations and Addenda A W (D n En 5 J = ai a: asniv; O 0 (1) -0CD 3 0 " o a (D CD 5 � O ID R'o O 0a0i 0. N N o O 0 :0 0C O (3D 7 7 0 0 0 C <. 3 0 0• in7 A N ( 0 d cn uj (7) 0. • N 2, cc ja a: (D * lD a)7 7. N 0) 7 - a v 7 N O 0. 0 0 1 0 • -. 0 N O cn Vs O (D a0 C 07 5 j (D (o N (D 7• o 0CL 0. N (0 C • (D O 0 0. 3 C •'•3 7 rt Q N c 0 • c c,a 3 m O � 0 • 0 r. O 0o gm: 0 N 5 < < N .ON+N t0 O- O 7- 4)1 o 0 N N 0 • X 0) 0D0. o oN w to <, Q O 0 • a N 5 0 aQ a N CO CTv m 0 C CD a3 7 CU 7 0 0) ? (D 0. as 0 (n o a m c N Bidder's Representations. By submitting a bid each bidder represents: (G3 N 0 0 0o) c 3 0. (D _. (13 7 0) 0) 5. 0 N' 0) 0 0) Q 0 0 m a a N X 0 0 v 0) N a (D N 0 Q (D a 5. m a 7 (o 3 N 0, O N (0. 0.< 3, 0 s m�07 -� a -w 0�� O a o 0 0 0 0 3 =NS63 0 (0 in 0 (D c '!. = m� 0 N a (D O v - (D N c) a,a) L N 0 0) CD m o 0 3 0N0-0 m 0 (D 0ID D Cn Q a a O N 5 3c) 3�'<0 d 0) 0 (D C 035a)03 (a up D 0 0. 7 m 5 0 0 0 En o:(C) 0(11 � : v (D — O 0 (O 0 .< 0) (0 C 0 R N 3 cD C .7+� 7 Q .- 3-(n•ya-vQ. 7 • 7 C Na<<acR �Qo7(0 0 7 m N. CI):� .( 0 0 5:-I.. st ) 0 0 Examination of Bidding Documents and Site w io 0 0 0 0 3 azt 0 Fu'(�D g O N 7 Q 0 a. N 0 0 (D o m . 7 7 o.�(o 7 0 (OD O (p 5 5c3 (cn 0 c M0co 0_ 0 0• � • (D N N co CO 0 ca 0 o O 3 <(D - N 0 � 00)) aQ O cD • 0 0 w N co D i 3 D > r' > -� D (!� D PI Como 0 o _� =m ..o mcp 0. _ CT _ w OpmNc i.3 O !! O 7 0 3 n A� cc) O 0 N p m N m �. C m .—: 0 °°3ff D (�ooD m V) Q v ay m P 3 ° °� OQ3 Qc �uc0 G. o. m�?amN-� o� —Q o 3 0 m0 0 a) m W °mom?� Of 0 �G ▪ 3 ci N Cam'it; C N _A co N n m m m C� cn -' (n m 2 5 cn N ,< m _"` 3 r m• ° Ci m w o O N O C 53 m o om N o o m c �� o ^-� aap m c, m c m a • a a�N m o m m C• , �u O Z. N 3 m u m m 7r m O al (CD 0 7/, O_ Q.fD N N N C n `G .�- N 0 A_ > O ^! to o n 7 j O 3 N a O Q N j cD p 7 Ci 0 C cpD O+ < tmn Z v N �* ?off m °`-n o c„-�m m 5 _an, O5n m N a °-p ? 3 m cn c0 Vf 0 3 o0 H o p C N ci j vi .-. CO O cD << �. �; D =; O c m a v iy 0 ^' p m a 3 Q N O Q- ° n :s1157130:. QQ°' n ?•< c, ��s� �m 3 3-m �m oo m� m dv CI m :�, ym r:m $c °' o �' p ?� ° o a c 3 o2o v cmu .< 3 m m '�c?u m 3 60 0`� d O O N al m N ._. 7 O ci Q m o '' N O N N `D O— S m'< o -0 y— O n m N N •__-• O N m m m -- N 3 O n N N H n p N CD 0 .-. m �: N' <' .-. N C p C p m m 3 p O 0* 3 m m 0 ^' 0 (D m O? O d Z ? 7 0 N' O _N. O �_ N m m O m m cD m .. j 0 cD al p E. A a� m m d y 0 `< 0 CD p a o O -� AO o o S .. N co 7 m -' O o `< 40 O.aQCITCD X ID CD � +�p,m X �� �/► N O 7. O n 0 S.O co�nNOm3 �'co d m omc - m�' m o (n o �'' n CD m j C C .O-. 0 m N 04.mMCDm5M .-et 0 < ,,� - o O CR. A 01 S ID 0-o 0- m cD S z O O m O 3 Da) m m N m < 0, p > > a, N C7 m -,.<mi m 7O Gm � 03d = n. C o o< �, 7 m 3 O '0 m = 7 m CT A 2 3 3 m n, o a� >> °� 3 �° 3 3 cif CD --� m m N0 3 �0N00 oo0o c ��cm�umN~ O 0Z °3��m Q 7 m N 0 6 _ G m m Q m m •3► ? N N N .+ N m D N pj m ▪ cD 3- 3 .0•► 0. X m a N0 al , O CD C m "' �D j M C ▪ N N Q 0 m p� :co,. m o 0: .-. 5. = if: co0 c a m O r. 0 7 ~' m. N 3 n.oN ►N_+. (u -c o- m m :Jen)mscocQNco�?� m0coEa m QN • 3c,nmnr'cm m �� Nm m acm6.•.c,�coa,o s- ? �3-o°.. m 3o,cuN 7 N m N 00 cc>> � m a 3-'mm c, a ...0 'At c m 0 ° O m `< cu a m z sJeppig o; suogonJ;suI B �„ CO rn o 041. m W N CD m c m O 3 0 7 1 UJ �1 fl. Q�CD CL CD g�mno d om co d 7 = 7 n co * ()0i n� N 0c N.(nm N.*(n0d 0d sr ,3 -o m 0> m 0 .+0 Q 7 C O —m n ?O 7 3 c< c 0� O N o. co)c O n o, m c;o-a m 0 n o a3�m c 01 c co a°1 =a) 0 �c = c.0 7.3 0. o y �.� c m o? c 3 y 0 Qom' m cdi 3 m a� .0�m d o cn m d cc v; 7 .+7 3 a m o �—p m O .. m ..,� 0 n a7 < Nlin - '' 7 7 N n ci N O 7 7 (/� m N 0 .... �D n O '' O n O 7 tD C1 3 n N C °° O t°n "" '� 7- - a) m -0 o o m- Q N m< C N 3 13- av, 0 3 m n 3 0 m y m° o m3 7.N c Q-C�n) m .- m P.y^'oc o0 0. l�n.Q.i7 m 0�?gym°3am��a� �a� m °' any n 7= c ,M�.7 m e CD N ?�-, N m m ?7.m Q - m O o 0 0 7 m iD N •� ,. 92. y m N ° o m .. Q < N �D 3 N �' � . O m 5 O 7 C m 0 a CD 01 0 ? CD w aD .•. 0 ._. -0n_ ci m m 7 ci m m �? Q Ci N C a O. • X Q.m t/J V W 1 al QN N i' • o a--Ic rn m m -fro 3 0.c� .0. 0n(n(n� c um, 7 3 �.�� pp 3< 0 o ?0 n n n0 c. m N'� y� O� Qv .—.0 - 0 N in o 0 a3 -.0 EDI 7 7 O m 0 m 0 0 0 0 r. 7 O m o j 7 co O 7. O a D. O n C 0 0 0 c r... N .. g_, m ? 0 .. c1t 7 o 03 m o N 7 n p1 m N 7 m m 01 0) •�+'• O .. C m N? -° co 0 O n m y d 0 Q 3 O y ._7► m N ca 0 �� N C O O m .+ m n (p 7• ? •• 7 .. a a< m y 0 7 0 N N O 3 N.0 7. 0 7. ,� d m- .) 7' Q 60� "' 7 7'7�O O O 7 y 0 m a �.m 0= c �D U)m N N 01 < o N_ .N. O m 3 �D C on-, 7' m O O n N y 7 m fG 0 3 0 0 7 n 7 m CL c m °'N c n d 3 a) oom o° nm a) om) a) 0 c y a m ,. n 0 7 m €• 7 3 o`ma� �3 °,� N 0vm = 7-' m m m 0.- -3 -w Qaim N 7c„3 (7, Si 7:0miacoa.n0(Do(nj 2*m mdO� �m7mm-w u►7XOQ' O ON c:-. o m 07-„`< 3 Dom ..fl �om�0'v�330oa �oN "d o va o m m a C m c = �.maa 7 3 0 3. c m° O '0 - C 0 7 C. n 7 c 7 N a A `< `•< ff H N 7 < a 3 tn. m n o SD 7? .•. N p o .. 0 O O m .. c co Ol a< n 7 a o m° N O �' 3 N 7' 7 (n m N o m m O. co . 0W c a< o �m n2 scc rtsm 0c m nd N Q: = m E N .7. 0 j '0 7° 7 m ° n1 m 7' - n — o m .-. a. O, � �� 0 0 o o E ci 0 m 7 7. S 7-o N (D moo = m (D O 0. m� n -I? m 7' C m -- ID m 3 o N ? 5* P. a= 0. n 0 co 51 d/ 6 ,. moms o; suoI;Onl;suI h - 03' m 3 m 0 .0 7 C O• N 3 -o a) co, . n N N 4. — �(03 3 N m = CT3 0 0 5-co N O O o - -•w * N ss 7. O (n in or Cr M 0Oa 0 m 7 4 7 5O d m 13 0 Q oN 0� 0 do 7 N a o C fp N m CD rn o toi► W. . C..) CA CO �, N N 0 m (D N Q 'co N - n IV A CO v i) (J1 A •A 7 fn 2 (D a) (D oa3 3m • c° D 3n� Q00)) n d_m 3 o wmai a m 2 3 �n CO an !� n o ?(SD D I0a �� m° �, o N c r.ao fin° N 3 a =a III m o Q m 3 o o CD W CO 7 a* 7 a 3 '�' 0.? 3 3 3 Hco P co A 3 N s1 N C N (D _� cp ^ 33'�•CD (D ° d S 0) °: (ND C) = O a j a 0f o_ N m p) 3 o ° �O �cD co m m 3 v o �� =! (c 3 3 m -- CO CD 0 Q= 3 N z in m ac 0O `�°°a d�o)5- °•', °D m°'cn �a Q y c°o m -3 � � o (D O 4: m (D ~' =' a m 3 0 0 O a 3 3 3 N uNi O0. N (D Q (p o7a) co CT m a Be:o a v o .„3 o m Q° a co ° a o 3 v` o n e 3 51 m N O_ O Q O 0)_oil?! Ov a o. `C •+ N C1 .► O a� N (0 121 .. n ff d .+ N O X S N O O ,� (D0 (D H c3 In co -Op (D �• CT-0O o 3° :c o m e °' 0 3 0'° a nz=0'.=ell. 041 - 3 N 3 CD al (0 O 9.1) CD M x o 0 30 o) :o. m m �. QQ m ci n° d o o o eD a) o 3 c °o71 mad Q3 cXad° m d o m0c30o ° 3 ...(p 3 3x N�a o ad X 3 °ncD 5 o° d 0o 0- ?a'�'m m m �' •(D O• O r .+ O C. N 13 Q .. N M it o o n �' O .� N S .+O nN O mcO. 'C (D 3 7 N 01 = N CD -, 0O Ctb M iti S m 3 =. n (D C 3 n: — 0) ...-. a S f) 0 a N N (cI13 O (D O p° a) 3 a • an ((<p (SD ° o —i0 c, w 3 v m C 3 N ?• O O N. O ,,� tD y, N * 01 c 7.a• W (D EDI CD O N-« O =* a o° a N c o 0)N `� m N o? so a� la maw o a n w A° c) n > > (D (D n _ d (D ... n m?oQ v3 �dQ(�c cam-3pc m o O. �' mM 3. °ca am �m(D ca. O. a 3 CO o o 0. (D (D 5.71 o m ?�� m ° 3 ° v _w n) 0. is (Dm>j m°�33• 'o (o n > o T. 0) ao-o cm m o d ^ m O. a ? 3� o �, Fe co CD CZ aim ? nm �=' o a 3: nN 0 ° 03 d m x 3 S (D ° O c 3 c 5.D 7 N 0. j 0 3s�= yc `Cr+ ma°'r(`C) n c Na co O (D g S 3 (D 7* 0) co m =, a o< a W 7 (D Q d1 Q N O a Q� ((0 a W S N S N a 0 �.' oo N 0, �. a * pANmD mmn Ei mope o; sOOROni;sUl I E supple of suopnJpuI The Company's requirements for insurance are set forth in the Contract. aoueJnsui w 0- (n 0) G a 3 O (SD - 3 0. O tD N O (D o 5 n C �(D a< (AD , 5-:in) (1)cri c a CD in 0 CDC O. 0-� C W 3�no 0QQn 0 o 0 Z 0. (D C O cn N a) 0. am (D O=•(• =in X 0 o C n N C O O� n N d 0•n n O O O'(on N N 2, O Q j E. 0- 0 CD O. (0 CD m 5CT 000) o '< c Q• r: m g c . (Cn O N Q N v IV 1-4 Section 00500 describes requirements for performance and payment bonds. 0 (0 y A;unoaS ;aeJ;uo3 rn o' O -I o 0n) .O N (D N 0~• � 3= (D CD 0 m 3 (D -o 3 co < 3 O 0)<< .O. N cn (SD _a O a 3 0 0 o (SD ? 0) Q (nnSDn ( 0 1 O 0- • n 1 0 0 dl -. 0 (0 o' O (n0) M o °, a -• o S CI. _w *. (D • 0- 0) n rn w = N n Q illCn 0 C 0 0 a) —a 0- Enf 0 0. CO (D n 0) p c 0) N 0 j (p O ' o (n - O O 0) 0) O cr CD (D O C • g(D7 30 O 0 :+�. -.0 (0 3.2 (n..(og CI 3 • c 0 O. 0 3 -. C ,.., Ul 7 7 O S 0 (gam 0. .) CDiu OCC fn Fog A G Q _ N O O (D o (0g 0. 00 7 n 5-0 0._.(D 0. O , Wi n) 0.- c< 5 -4; 9,a) on °, o (O. •(0 CT 0 o 0 0 m -11 CD j rn N rn < 0 w 01 O 3 ima) o..ntnn • (n• (D 7 ..5(▪ AD QO ▪ (D i 0 n S j (G C =► O Q (D 0. 0 ' 0) mnQ� 0 ?— o *01oo C N S O d -03c-��y (Dcr <• O- cD (D -.1 c0i n (ntn.o.�C„ SNO 5i02� c O j (n 0 O O. o-oc°3j� • ? (pC7 (SD 0) • 0 0) o 0 S50Cr<?. 0) cD-'0-I00) CD 3 (0 O (0/-1� (zD(0 N D 0 (0 Fp ;oei;uoo jo puennd ma• w FC A • (p 03) 11 � o M. CO Et (n 43 0 (n C O O Si. 73 a) c) A a n O m Mgu 0 C 0CA 0 (D C -0 0: -I DI (D7 0 (D 0 so O o 0 0 Q Nco o G) n O (�D 0) C o 3 n. (D m � c: tD 0) 0 c 0 M.0 =.ao 0 0- 0) ? Bupeaul6u3 amen sJappie of suopnJ;suI aaT ;uawdlnb3 and;ewe;iv 0 0« m 0 CD 7 C1 0 m 0 0 7 En O m C 7 d m 01 0 H Nd o = 0 0 7 R- 0 7 � 5z (D _n v 0: 1 Q m co m• cu (D A_ a, O 7 t1 01 O O O 0 O C CD z (1) 0 W .m► 1< The Contractor shall comply with and pay all state and local sales tax laws. xel sales pool pue a;e;S m 0 0 •0 0) N m CA 7- m (0 0 7' 0 Fui 0) 01 O m 0 0 m m 3 O O (D 3 0 0) m 0 m m 0. m z. N 0 0 7 N C C) 7 etMa=-0! ? C O O 0 01 CD CD Ft,' w ) * to 55 -D Z7mvm m CD -5tm'� 7 a to a) o a0D O CT (D g.. -o m (n. C g;>>-IIDD.n K aaX m mD m a m- m -0 10�mNm 3 o. 'n 7 a, O N a 1 mO 3,(n(m30 d -, � c 3 A m ommto -o - 1 (D - j m 3o•am3m ttn Q' 01 a, to tC0 Q co. O CD7 a O 1 to CD (12 • •• (n O - (D 3 O 0y, O 01 — 2 • 3wm 7' m m vi ' cT N O s;lwJad 6ulplln9 d o 00 c-000 5t332 3mm3 7 m * * in El EU (0 N * O 7 ? 4 7 M 0. - (D m z 0 (OD 0 0) a 0 .0-► y -op 3 m (ID 0:►D [n (D O (=D < 0 d ( . n m vmi O O. E m 'C =0) .0c 0��0ima • c a -.m ?0°.m 0 5 -a — 1 0 a m 7 0 -0I o mv►07- _ -•► 7 0 w t. O 0 n CD 0 u, c30L-z Q. 0 0. m cr 3 o - 7' m. 01 m 1 Qm m y n n 0 3 m 0 -o j m a 3 O- 0 m ID N (D 4oe.quo3 Jo 13ulu6ls CO N CO —Cs a Gb O CO AaN GO c O a m m 2 0 3 Q m m m O O O 0 co sJGPPl9 of suononiisu! 0•.. O• C •0 D • O Z m m D Z:. < -1 C: r m : •. m O. •0 O • D. 0• • O._ m. ck �°'O > 1) 03 a=aa (0 ( ) < O m J. (D �° cOn�m a, "0 OA ff (D 0 a" 3 ((00 (�aD (D 0 d '� N D CO O ? OO O 7 aD • 3 ca cn 03 3 to p O: * N N 01 N O ("D re' N m t0 d �_ _+ O• 0 a O m 0 N t0 y_ () (Dgli Q' `< -. (D N n 0 0 (D t_n co ? a n ^' (O (�D a fD N 13 O (D _ O c (D >_ 7 m _O.- 0 O O n .► a co _� d Q''O N 00 7 (f, - (, p 41 7 �_ < co o. 0 3 v, O•cm �� m �� QZa v, m N (D c 01 0 0 O a n c °='O O a c O (D z n �� c 0 0 g 0 v,-o m r;o 0 c ?0 _ _ Q �' 3 0 a 0 01 ,. (D (/, W= 5 O O- N 0 0- of 3 0 0 33 o v, ?� o n°a N Q m N 33v m a o� D0 °+d m No "��f w cr _� ?� 3a O 0(n G1O ° Cn m 0 ZIDL CA ? 3m°?o dNo,N(5300 mg .•.o =•0 = C)-, a d n V)mmN0 0mm"��OD od�;°1n, �+ (D = 0 = o 3 Z „= 0 TI CO CO co O ..:o d v, = d 0 �a3 N m rt3 0 �N 0t9 in _ o o 000 n ?D a) co o d can „' = 3 0 o nN 0 c0 O..• ? rt3 c3 N (o o< .=► 0 a 3 o. 3 .., < O. = 0 0 7 N N 01 Q 7 Si 7 0 .O+ .�. c N Z "• Fri. �G n to 3 O W 0 0. N O. p: .� :il N 7 (D (SD aa7 O m(.D (D= a 01 0 -.0 D 0.0000 u, v, ,..* 0C)0.. o - a3 -a0 = d o_c w x -0 = 5= 3 m c' 2 n 03 ao c m 0 .c m 7 aN 0 0 0 d a3 0 D ao (a° <c c00 C) 0.0 ct 0 pl y n W M 0= m m 7 05O ono .. o05xn m 03 0 • • 13 CD ° T o� 0 CO H o = COI 5� p s�.o (-3 3 2 A_ 0 X 3 3 0 II1 0. (D N C) 0 (A c N 0 0 0 0 d 0 -1 (D CO c 5 0 Z O a (D 3 Cn a d m Xi :ol paulwgns sl Pl8 s!qi Wash and Maintenance Pad Facilities :uoi;eowapl loaroJd w v T OOE00 2:138WfN IN3W(lOOa `/ \/ \/ S co 0 0 o� Wec 0-1 5w 0m m v 5w 5=tm. comm =>m p i g m m Q 0 o Q c (D 0. N y C. m xx Q y< 0. om m �_ mn = v+ m o Om mn a) c o m o m � ni m 7 -� 3 m -, (n N-, 7 N-1 7 3-1 Q o -, 7 2, (2•0 C =Er. gCD 3 CD 0 O m = 0 0 R 5 N m< m Row w 7 .� y m7 N N m m CO co 0) fn 00 a m <. 7- 3M (0 N v,c.( ac"DC4 mad (r 01 3 0 0 •7+ �0) - �' 0) 5 7 (n (nm 4 Q N Z 0) va► N 5 3 0 c 0 -► v �n O y a < to 7' c m S m " m 7. cut 3 0 Xdd cc omm <ma mdm 0- iim a 3 -0 po ° Momm 0! 7 y O 0) 7• m J a 7 7 7 co Fe .. VI 7 m 0 m j O a O N Q O Q(0 j 01 v° Cr O0 3 N 7 0) c - m - n- 5cnaA 3 a O Q N (�D a) o a m m 0 :i MEO. N (D (on v, 0 7 o (O O 0. - 3 0) Oa. 0) 7 7 (min d m 3< w v mo 2-17 mn7 cn c`< o m 3 7 o o vai 7 0 m 0 0* o g c '0 7 .+ tO7 m?m 4i .. R-0 m 7 ca c Flit; - O m(0 Q N Q < - 0 Q (n - m :a 5- o. 3- my (n7co =, a) mm m < 3 �i 2Cm7 - a2 .-a)m = __co 01 o w m (n p a o;o �, co a (n �, 5 -, a) m m m O 7�. 7 m 7 7 (0 7 .- 0 O. 3 O -,m -► a -. N -0 O (O CD m c m3 0,0 c"D3 n�a �.0 33. mx a: a 7 m m 7 O- m o 7 ? d' c o : O N mmo om v7�'i a m CCDO) A'c o0 Otn y7m. m o (n -I m CI- 0 =a •c-►,@ a< a� 6 0) -7► m O j d (CL mn if m a p) .0 + ii3 7 (D u) (n 7 C 7'j ?arif 3' (a Ni O N g n m 3 0. 00 = ii 3 m. G1 o O' 7+ 7 Cr0+ N � O 3 (0 �. a 7 Bidder accepts that there may be unknown conditions which may affect their work. = n n m c m m o u _m N a) Q m (O Q (n 0 Q o3a m0)Q mn n ;(00 (0L v'<m W 5m O O O c o N u OX 0 7mN yQ3 Q o� m c).0 m v o -, =�-o m(Om• o �' c 0 (n - 7' ^: (n 0) p a 3 o m R01.0 an m (D 0 0) co 0 Ku �o; 0 -3p c 7 a) a0-O ,_:►X 0) 3 a7 CD 7 . 7 y' a 2. (3 c (O W '< 7' X (D x c N X CO 0 CO y m (13 Q•a, ICAO 0 _d•7► 3 N 0 (0 o m 5'+ 3 �• m 0 0 (c m3- 3 = -• m 7 = 7 om< 0nm OWoo :a)W c0WM `-° bona 7 7 Q a)) N j < ...co aoo 7mm a?)0 C 7 ( a (2 m .. 0 i c A— �ocxo 3c o(n7 2.c i 03 o a = m N '< o (cis X vm, c o. 3 n 'm�' Q m� c 7 7 m M m N 0 Q Nm d 0- 7 (0 m N .. a m .: N Q 7 m O m a 0 7' 0) W %a o 0 LD n (0 m m a3 m a 0 "0 m y O 3 Q o m 5 7 D O. 0. (D 7 a 0) (CD CD. 0 m 0' 1< 73 01 Z 3 or co co co 0 0 0 w CD a 0 0 3 Appendix D for the bid amount for the pre-engineered buildings. 3. Equipment II 2B. Wash and Maintenance Facility 2A. Wash and Maintenance Pre -Engineered Building (1) Item No. 1. Mobilization/Demobilization Base Bid Schedule J - — Quantity 1 rr co N I- co I- Co C 2. r. :13c N Total Item Bid Price $ C. Seattle International Gateway 3. Equipment II 2B. Wash and Maintenance Facility II 2A. Wash and Maintenance Pre -Engineered Building (1) 1. Mobilization/Demobilization Item No. Base Bid Schedule 1 .. .. 0 c 3 A 4 rr rr C cnco cnw 2. M n A "Z: Total Item Bid Price $ B. Puget Sound Hub Center (Tukwila) 4. Truck Unloading Pads w m .0 C v 3 co II 2B. Wash and Maintenance Facility 2A. Wash and Maintenance Pre -Engineered Building (1) g 0 Q N w v co 0 N is 0 Item No. Base Bid Schedule J J — _& ...1 Quantity rrr- cocnco rr co( C « , A = Total Item Bid Price $ Ja;ue3 qnH PUeIPod 'V n N al7 m.Q Oc T. (D a. S c m a) 3- a) N CDO 05 ao m m w 3 �(n — y m C) 0. c a CD m A m o a N O ? 1 3 c m n m o 5 m N O N �a 0° a CD 0 m en m 0. Q Bidder will complete the Work for the prices shown in the following bid schedules. � D Pi m n N e o n Z 0 o 0r D n m � EL cn c N m a a m 0. C) 0) G) (D N a m m 0 CD N 0D N spJOM ul 1y101 aNV2IO 0 0 w 0 0 sam61; ul 1y101 aNV IO A SaLIS 332:1H1 11V 1V101 aNv o spJom ul ly101 aNV IO GRAND TOTAL in figures, including tax xel sales awls uo;6ulyseM w 0 3 o. N alnpayos Pl8 ase8 le;o;qnS W AeMe ee jeuol;ewe;uI eluees spJOM ul 1V101 ONtqle GRAND TOTAL in figures, including tax xel sales ems uo;6ulyseM CO 0 3 0. N alnpayos P18 ase8 Ie;o;qnS N Je uaD qnH punos ;ebnd spaom ul 1V101 aNy2:10. sein61j ul lylOI aNv iO w 0 3 0. H alnpayos P18 one lemo3gns Ja;uaD qnH PUelluod v w Q N c 3 3 in 0 0 W 0 O7 m a I1 O 3 n 0 0 o 0 Ea -5 -I am 3F• a' a cD,7 3aa 01 —Nc� 30 coc�D O a) MN • 0) 0 '► N ID O (A 0 a & 5. m 3 7 N y 0 ? co a .-0. CD y 3 3 -4, n '-•-• oC mo CD0 7 3 7 C 711 7 ? ,-11) 0 I C S 0 re) O� O 3 15, 3 W. O 1 - 0 -. 51 7 N 7 � D N :-: .O+ O A a) N? 0 0 .., a 7• O uu, n - , 0 0 7 O n a) CC m .c ° m •0 3 � a� p� n 7 CI- n a Q 1G 5 cm a- -. � = � 3 � f. 0; a 12.3g1) ce rtD 0 - ac 0 0 R0 ct)d3 n"a 00 �OOg• 55- 70 • c� o -m 3- � °�j-0 ad �D0 • U' cu O. 3 0.2 00► 70 0 cn 0 ▪ 0 0 0 ID n 7 5 n N 7._ CD 0 3 O m 3 C. C CD a013 G7 c ?3 a in 0 a t7D 7 z 7 (D C 0- a cn =! CD 7 a a uN O 0 o) SPJOM 11! 10I1a30 sain6g ul iona3a •N Deduct if work at all three locations is authorized sr:um ul iona3a sajn6g ul iona3a pazuouine sl suogeool ow le )oM it ionpaa m Deducts (before tax and including deduct for bonds) 0 0 0 0 rn w a I1 0 3 Required Bid Security in the form of Bid Bond. The following documents are attached to and made a condition of this Bid: rif V co 0) cm cm o m cn co m c s m w CD to Z m 3 m m co 03 -n O 3 :•oN auoydalal :sseippy sseulsn8 :se sseulsnq 6uloa (aweN s,lenpinlpul) 03 lenpinlpul uy uo a31111N8f1S O O O Oregon License expiration date: O 0 o 7 N 0) 7 o _z _� 3 0 A 7 7 c Pi m co c to 7 7 f% A 0 co :JagwnN auoydalal :sseippe 6ulnnollol au; ly Communications conceming this Bid shall be addressed to: 0 0 W 0 0 co w a m 0 1 3 Home Office Address (if different from above): :•oN auoydalal :ssaippy ssaulsng D cn (Name of Person Authorized to Sign) w (uoi;eJodiooui ;o Nets) (aweN s,uoi4eiodio0) (leas a;eJodJo3) UO481O0.I00 y :•oN auoydalal :ssaippy ssaulsng :) 0 d 3 (aweN JauPed iemauae) 3 z d 3 a) 03 cdlysJauVed y co A)a0� o = Wm< do Q O m 7 ,O. 0fc itE �. 1 53 N ca m 3 0, d c z P. Sit 3 CO 0 m m ea CD 3 • CD O O W 'n N O N � •v =� CO CT 5o CD m• CD 3? 5. m Q• c o� 1-5as cr o co cn co -o m. m � a a w 0 3 :•oN auoyde,el a a. N U1 d c m z d 3 :•oN euoydelel a H fA z m 3 m enniuen 4uior y n. s U - ID 3 O a ID N CD CO a a st � Z 5. m Cr o. O D CD • d a 5 CD N c n dl , c ID a 0. ID N 0 Q W !D O ID o 0)'D x .< o 3 A N.cCD CD c 2 c a) m z - 0 w = a o CD N A � 0- D gua ao < r v Fumished certificates of insurance as described in the Contract. Fumished a performance bond and a payment bond fully executed 0 ;oel;uoa ay; pe;noex3 mw ID w -1 O. 0 CO CA O co y O A c to O 5- CD c N A O N O cmot , = m OD o, a a o a' w � 01 � 7 CD a cn A m cD 7 0. (D N A A ID o? 3 030 _s CD • p _e j O c a to A o r. O. N' O -- O cv v 00 0''� CD x 0t< 00 cc.. j• O 0 C n O c0i «a �. 3 (n (A o -4) c fD 0' Cr) O ,�dN 5O Q '<n�N - LO ?A . r'<O co�NN �� ansvto 3. o,„0- 0 D-0>cD"3a • N 3 `� gA _a °o'IDv • O' O 3 y 'O a) a OJ 3 c cr (N CA 0' A 2. CD a� Via_ o 0 m mNC CD co IDo CN Q d m aCa � c ID 3Q -. 0' o. C • ? a o�D mn6OmaM O (-TT 0' a - n C o N Ili: AOO al aoN c3D X 0 m cn O 7 C <. � CD ? . 7 0' a Q 3 M 0 =.°1 Z .c O p' C A Q O 0' G.03al- -.s 0 0 0 0 7 0 CD ID co a = 3 ID u, m N 0' ?A O' -g g in 0' Da, o m 0 = CT d 0) c' ID - A A 00 - @ IDD a O O = p) H n m 0' 3m�oEa= ., 0 5. tU a c «t 0 O a cD AininO3s ale O . 0 c. m z --1 z c co m 0 (prno C ?C O O� m ? 0 �_ COmC X^'�� O 3 g CCD (D 7 ? �m om N n0_y m� �• ��'� rm=oCOCnnCU iu0co 0�N m .0 (p O a N a AO 5 N 0Ft. 0 _, O V N O a m A na n o s3 0 03 0 0i 1W �N oo(D==;_. 0o00gQ Z °�—' N N Q n a n Q (D cit a)crco a)=wa==o - _ .. m O O (D O (O (D O. cD (� N co O D cD D v► Cr m 0 (D O) n 0) 8 C O (<D O (D N `< O. O-0 O. = n O. 3 (p -. s1 = 0) C (D (D 01 .n_-►. O. ..N A -dO 0) O 0) d a< X (3D O j D. O y 0 3 COa. O. et, (D pj 3 N u)N N N 0 3 (A O_ 13 Q D" 01 O 01 O — — 7 (D o moC ..==mo.0m=ia -13 (p a,a) O "3 01 = 0U) �^�'0 •G O O d !SD C Q 7 CD '0O N O0. O d C 7 0. N 4.Q 3 tn ��1( 3cp0.�-0— om(D09 m 0) W C, (D st st A o,— in < �o a) = m a)coo -nm m O r. -• ' U) o c <<m -' -= r: v• sv = IV Xs: 0 its T•0)03 CL 0)c�m <' = 0 ° Q O CO D o j 1 0 a �.�� (p 01 cD d a) a o= O m O50) E.00=oy33'`<<' ? = O A al a o 3 O NN N N.. ? N O 0 -o o d --.. = Q N C m O (p O cn 1 'C �• W 0 M nW Q 03 Jo 'papafa* a4 llegs P!8 p1eS fl !31:1O.d3213H1 'MON Wash and Maintenance Pad Facilities o0 o o C O.0 0 o n 3 o m a ao cD — O (0 Ku O. 0 D < (D (D (7D O `<(0 01 Q j co 0) CA -a a)C P. 3 � "1' (p o o m (D (0 s m o 0) n o-D to(o OA o u) 5-C cD s!y; 'papas pue pups Cl. 0) O successors and assigns jointly and severally firmly by these presents. dollars for the payment of which sum, well and truly to be made, we hereby bind ourselves, our to wns leuad ay; u! Ituedwo3 se ad Clues pue waypoN uo pue 'led!ouud se KNOW ALL PERSONS BY THESE PRESENTS, that we, the undersigned, O A w • (8601 'MU 3SAIHZOI UU03) Cb `CI0 CD a � N 0 CO0-3 n 0 En w a O � 0 aco . �. 0 oc(1 G. U) � 5 A go A tC c1 cr A o1.41 0 g. o 0. N a. CD A �� 'o A o g yr 9 ffd a' O S po a a.tn. a N .� 0 1,1oM Jo ado3S •£ 1109 33S a o H. . 0 A g O o ~' O o 5 0. 2-1 IA a cr eJ 5 N A c°S. 0 0. o) 145 A a a N N Q. E A v * * n 'd o w Atrl n a N rOe. w J. a r- 0 H A a A'S C ea r-= 5 .. r- . n A a ►0+, 0 y A W n A 0 A bPi co to cr p N r ito E- :a es M b A wu R. 'VD no to 00 0 S- A H A n ac 0 y i" 6. A ti Section 2. Contract Documents. o A a� o �: in pi E. 5. to 9- iti r. • 1. A< A A Q 69 A 0 hi M Section 1. Engineer Defined. 0. 11) CD En o � 0 5 A 'e7 N .A� 0 O M A 0 cn C1. A 0. N A co '!7 c~0 CD LL A toc •„.J033e.131103„ NORTHERN AND SANTA FE RAILWAY COMPANY, a Delaware corporation ("Railroad"), and <QueryS("LEGAL NAME OF COMPANY (ALL -CAPS)")>, hereinafter, whether one party or more, called `<("1;Au)$11anb> 1<(ugg2uoL1iu)$Lcanb> Q' r A co bd THIS AGREEMENT, made this <QueryS("Day (i.e. 1st ... 31st)")> day of 0 Kb (ITAro S"3SOdaflld DAMN plod) 00900 S38Wf1N 1N3141000 (860I ' I lSNHZOI wiO3) N W N Q. po N A ►C' O F"4 N .y o 5 A N 0 O O'3 n A H �' 3 `� S. O A A ° C 5 " A ° �'C� A A A p. o ° 00..g... o go _ ° N W 5 �, °' C. `� 0. K. O 0-0 S A A ° to• "8 u,4).8 'O Cr A' .0�. Ll. _ P1 po Q• s N . 'L7 ., .p-. . .. H N N A 0, p'�j C N A C O ,,,,- to n Q.Ay p' C, Q. O Q- A A ni • Pam' O A `Cf y 5A H g•o� N A crA coo m; an g o.s's.•g.p „9 tt H o 9 0'� CD 0 °'° °� A 5'�e., cn o �.� g 5 N o coo �•3 P. ~.a. 5.jia 4.o.c 40 5 aMcpo n as ao�np.0 n.� A rC' a a, A oo a. = t�.5vg A o g °°j•. cl O p �5. � `°• � .ti OR. N5' N7S� G. '.1:7 C .l-► ° 0. N• � C ° N a O ^ C p y p . " ~N = Q4 ! O 0. � O cS CA A ."i +-, rb`y O. L7 A A N ° A *f-/�t A A a• C. .�.► A �.• N 00 0 R O CD y K O poi $ op'' § ,p'�f g Q, X' c G 5• c 0 1 X g7 y CY: "1 a' T '~ tto 01f t~d io us Q C) h p� C7 G. 't7 *. T A �G �jj 'L! �s O� a° n .. N o A 2. A] A zgo A O A .`07 "+ A G. A A Li C ° m �. ° N ••� O N °• oo 2 2 g eo� ' 0.�$•cm q o v' 'v au. Hp m aA 4° o �'oo N —Ao 0 3�• a,< 5 a m.x =.'�3a. ce°, 5•$to il• .0 0 0 0 0 -,spa `� .pD�.o �� n'� o v' 'CI"� `! �, „� N �, ri C N O A A O A .p P4, go o. C a " A a o m• 8 a 2 �C g 5: 5, 9 o o.'n, A o' ao N '° 6 t B 2 az R. ,-*) o o p. 8 ril . 0 - '� oq p ,pi vipa 5 0 A A 8 O" A oat3 ° O c 0 13. .. po vM� Od a pr W N° "� .. C 5 F� O C O " g g R MA 5 a ou a,A o .' a C'Ao O wpp 4 wO N u,-° C ti �b5 c 055$;a0 p �5400 °a0 a-g ocg I. p, ° .* '1 .� , El W O y y o °' 5t ; may '' ~ 'So 0 'V e) 0 a. 6C3 471 Fr) 4•?5*§%fE§ t'ie< ight:Paiig,q .., W 0 N A gonocr a. a ..9 •••4 " . 0 5). 8 8.e. '9ft a .0 a 8 Ea as 2.8' ES= 8' 0= --g " 0 gitRts , a C & p ... A q ° N A N 'd '.� O. 9 ii v, Rod ' p� 03 - l 'io.� �0 a. ap°o oo E.y n 1 N g < O N R. �± S N g- N gO F7 ae A ng., O 1p g,o O• t'�'A v,•A• 5'O.a 5'OT �. a �y 7 A cP y 6 C 7C•H 4O a <Query$("Description of Work to be Performed"? (860T 'An ASNHZOT03) armCD 0 CD o a tn .'7 cr co � aa�. o. a. '' o x tr• C 5 a0.4 o "FL o. o o°,, 0 0. VR cr A O O at I1• Section 6. Assignment or Subcontracting. (05 o .t4E (2. - O 0 0-A o •i Ga 5' B . 1 m O ��j �• o b o o 0-a 0 g. '0- A �. A E E cr o co P•0.=+ -,kftn = rg. 5' 2 o y. co 5 Z'f 5 0 a E.00g"H 0 g .fl a. x b• H� 5- 1 .. 8 a. 3 O ° iA get V O~ C7' o o" .+ o Section 5. Performance and Payment Bonds. Clt,1 '4%. Ra I-1 g 0. A 0 En 0. '0 E;':-Eli to tti, t-• 1.9 ›. 8- pi. 9. g AD 0 0- fa Pa nt1124.0zit2Is; CD 0 „Pt 0 .-I as g E , . . .„, E. 0 .o. to -a . < 0 Eti oo q ..... 0. 0 0 4C)colt:/...4 i DI '%! " ''' 3 A rn 54 A w. 0. 0 a a a. a :St/ O^� 0 !'� a p ^ C cr S. cr cu C V A O oCre = r 0 0 o.o�•° D o -1N ►.1 4a PSo."o o� n g���00 0.�� �O �C ASS 0.A 5L! O 'A O 5•�H a v� C A� �•A �.`7 •.� ob 5'o Ca NI ',��+1,i0 5.0.E a. a+o ►»,0 el y ° �• "' co a°'E= ago 4 �tcol �" �Q O�b o• ea '-� .a 5 c° C o"1 y c�� �7 N � n 5/ 0 7c' se ►., �. * in CI CD 0. �A 0Oa�O A * Q4)-1 Vcr. or 5. x-hcCD 0 C ; (.3, 9. . . 4,q . O o G 't? A g O a tlirr o . .02 . .; ch_p i r'" . omp. . : tl �1 y y p, ontPo0 z. 0 ''ar 10,-.. 'mayyb"-+-ti A1o+ ao15t:118yA �: oagi,Q—gw;;'n53py�O0 0 „via e o-oo°'m C)y 5c �� E. A 5.a� y05r.u): Ong IUa • 0A ► l y Pa s A w 5: ,� p �! o o 0.g"aI g� a n�ip�,ny g'� & 5,a �' `e 0 c,eay,?, Cc� I11 ano �yoEo�. 'ry 'y g at0•5. Section 4. Time for Performing Work. (8601 All dSMSZO1 mod) A r� AO C A g 5. H O .., 0 5 F o "bi pd� �� A xo'n c AOQ Ab y`� 'O '+ E• c .4 a A p� A A .O a. G p p O A << o `< 7 0. A A O O p' `+ O n a 0 O y � .�• v, 4L1 M. Q, N O v A O p, a d0' 2. O C. iAt O• CI O 'O O p O• bm Oy O y 5.0g0 ti a, •�! �A/ O Ogi � C.▪ °} 0 O '� A C _ - I. .. O .-►- _ _ ... " m GYi• A ►y, co i-i :i .7 r r C'i' G. r M O CqEr y rt. m w! vi N M AL fA A y A p`p_ pCor '1 • p . �i a_ A �.' wT �'r I-o , 0 C p. O• .� Qi i s �d A c 'O A < y' C 0 C: 22. ... .4, 0O �0,� Gti; `< a po � A� �° c g' Fr C� 5•°U �.A 0 o' A c o- °, - y g o' S M o a A y o Q n A< = .0 fx) •, Oq 5: E. 5' ° c ►1 a, A C a b cij �, a c p' a A o. C. c co O O w 5 a: `i 5. A Qo ' cr nre. a. y x 7 • li A O r., --,, C 2. ..� A c' �aF°� 0 G. 0. 2:�� �,o c. 'o o c'y� .z ��s o P 0 A `< a c.A o A 0 R. A O C7 A C O' �. P. O A �' "� Q, A p� A `� n • p a y �"1'O M cn r°i,�; A tn� �o A a 1. ▪ n0.c0 c y0. -,0.go26 o5.abbd "o'�H o �ogi1; '~ $ac �oVoo '� Q. A ••• .c•. Oh y c A x A ►+, s• H A O '� A C1,1 p� ,�� c7' s+ �s°. 0� E.•�SA' cros s.°sip.e .a o A�o5' � o A a y A 5 5, �. ;C° pA A p' -, :y• D. 0 • 5 0 .aq,. 0o-yb``I°B.5 C p. `°,n 5y c° b a o :? ` A cxs rn 0, iC .... 00 .e o c c: G. OII g O :; pya Q 0a .Aj aA• A 0 O • A 0• < a C17 O A cr n `� 5 C .O,' �. H . �' ... A p A A A x 0 O c O O. �. .A., (Z C A (/1 A m E. '' Or �i, yam' yg. A° 5 4 S g 5•S a g. • o O 0° p.vA," c a y a� o 'O PC' a .1 A a H A .� 0 co L7 A C: p,'Ly' tj+ A C pvap' 'L) A_ 5 O' p pp AaA A g.►bA .� p� C A 0 1 7 �b g EM."8 ° 5'B05 ~ O 5'_'�•2 `a A Et o 0 C A 0 me) A 0oa,A A'cc St go ogAHo vA�C; a o5�'� 7�' pP. ��,� N..e,o ▪ A 'd O I. O p°., °i. I CJ H• = A i Cl. b N O o yy.. ' Oz c " A A. ►`�, W A� eAp y rn O e A O a' = A O. O (� ti g A. ° es 0 4- y O Q. y E ti•1 6 7�4' 'L7 v�i C A CD �<• spy. r► A A a 0.0.c001.1 . A O 0' @ Jo 5. ▪ � �, A A .c•► 1.flUfl Sin, p: �.a A en A 0 p y 0% O el To. O m '" 00 O W a g 0 ti Ops O O go a g ir ~c 5rg,� O 0o y'o.5'S•�°r c a��'$p�►9p�o=r�C a°000§ oo�5r°� pA▪ ►1 o G° a� ►1 a .� SIB C! A A A a . R. CS ►1 a ►1 '< A B. .., v, O ►1 ' 0 (860I 'AI ASHEN mod) „Ku.„,„ .i_c, 0 13, ,., ... O. •M E. G g a.o m �yo� 0 `ccr--a° Na o:.o g.�.o,b 5 12o ve nn 4,11u c0, `•� 5 c'T: ... �' . eo mepo `< ? .°d p, a• �• O O cp ��•' o Co -� �' c cn co .c _ G `� 5• 0 °°• ° `° y 4r05.o C o M. p 0 cp 0150 H y • • G. O •p �. '� .+ ;, ,n• •► "�! .+ pp �' �.. '.�' .n► 1C• 0 O U PI"Oy co o, 5 'L! ��• O p 1!”' 3 p �i C� co •° �o w .-. c° D�o ... p s �• 0 2• 0 m C a co •-► o- `� Cr = A y O. - 0 0 O. c., C �• N A ° cep O. O p G .ter. S. i •y -' (b N Q Cf .�. O. 3 l J :1 _ �� v ►i• a4 y co .'7. t' ~ Cy'• O. a O A ►.• n• O '+ g ►, O 0 O. O O. ►`% e+ 1•-i I� O Cp A G. 55-0i '30°,b•00 c° <�05' a °,o�°����• � 'o�.c.zz~ • tea. a G5 O O QQ .+ y n'h �► Q. ,° Q. i0 ..-, n y 0 a y a„ a o i o o- a c a' l-+' ° y 0 5' . n n o 0 s. o egoon�.-►�cr?e�i�c° '�c�.c`��"'Qkddi a,ca,c°�.H5�o0'b c,.m5�`' C00 • 0. re ►�, •, * • O 11 y 0 �' ° ~m cs O y O 005 O �. r. 'ti coo . o' Or ce p co chi Oy .� ° "' ►Of, :: m.• �y C O o ar po vni ,., �• �► m _ 0 0 O rn • "� ►- +o .y O Cf 41b fAOn 0.Vl . 0 0,, P�'O.i/i(t N`,. m y, 0,-0 07.1a5.102.11. ' . O Q 5- N e. Q. .... 0 1 O..t'� m - o — i, m• y po y O �- �• A c• .< ..'h O •, 0 ►Si. 0. - ►4. 7.t°ii O O. y p .�•► O ;� CA M y ��. y z /�`. z EirG0 O O pippo n A o A C 5 o A p y 0. '< OCline A �' �. a O o o •rti 50� °, `�oo �5 o0o o �'z cue c a .°,, n � tn o o 8'b�v 0° n g1_0.;; l g •.1 O1 tst - cry y • "► f A p ., y 'vv.: iI.•mw 0 o p A 0 `< y A A A . arg y► A a+ s�' 'O a. 4 0 6, 0 im• e 2. a ",.., .4 r P, cr 0 VIC: il = • .y O. 'O O. O `'� 5 O y n A .-t) yA A .O O �. ,.h O ••I CC CC �O to a ,, 0 z ►J 3 g "� ° 0 Ly.• O `,• •y 0 y 2 �i... y rE.. Q a O 8 0; .S'. . a+ ` Q �Q A 'o o a y oo, Q co po �. 49 .,, `}„'� E o .+ 'd .4., o Ng 8, StigiamRMIM 64 can B-11 830.BRO018.enr .0. 0 , c goo E. cn5.° 2 9, E ... ••••. eti 9 on 23.12. A O. G..O. A A H 8 O.9 gS 4 O y 5 A C vi A A M° V] 2..0.8. (8601 'A3'2I dSNHZOI mod) .spoM;Qno33y ono,/ •zi nogo3S • A a S m m 5, v+ as erg y cr A y O ao q��a;A o o 0.�a A °-0. ,. e% g A y A �. O A A A M 5 A . G ... N g 2,�pa a_� coo o=al O�'�a,e 5. =°o.u) 9 alF,45-cP0 T. 5b co A0.'" c080.a Q�°Q oo0og0 (ea 05 i i Lar.c° 4 oN c7,'o fa" .a ^ E. 0 �zr', E.�5' S. cpx 7s' VS c14. ° A D C O Cn O gAp J n0. r* ' • .5'A.o n�.coSaQ.n lai �5aogap� o0��:p5pDt� �ao�8. -AAA "• °'• ... A ~' A A ti A' g ►°0' N A 0 o cs Es C' S. t B. 5r a; n. o S AA' gra o5oA.aa `'' °c. 0." •4 22. �' o �do b m o~ o o P c e. ° EEn -..O• x him° N "� O p ca O A Cr cr pOo'A A °�pvA��i •► ar. = �' O tom.�'�N'U C Aa' cr m ir 0. ack. .T ti A 2.0 ° A a n o le W 8A .-► x Mo a. 0" A o Lam. 4 ▪ a ►� A 0. N o V 0 0 oggia .1 g d ti if M O. a O' 0,0 n �j • 'J' Q: a 9 Qom' °Oth VA A I g 1 a. sO.�' ; Al !0 9 !i ►1' II �t A �i 5'N . 1 g o M 'NO A A f.L " A G' - m 01 a A, G o. C7 N A G .''� C ° o " o ''ey. e9 taor, n Da .rla " E CI O'' t< a F.1 a -1 '1 AA V o Q. O a A b 0 p9 � y Da QD 'r ao w O. O•� 0 C O 0 M bZ''Sa.g. 05 `e" O g � - - g• g. �gi ' O v ° N cv'n tom, • g. a 9, 5'A c �.4 o = C' .o 7°"�" O' A' C O .O. 4.:4 G. � 4.< p a' CC: c6 -0 50 P0.8 o Q� §. A OW w�, a p b e. O Ni. o A gA .scrp�;y;�� h- 5 0 go 0, " M���. Et rig Via. gA A' E.8 4 " OE 0 0 0 0 a 0 Section 10. Materials and Workmanship: Inspection. (8601 'all ASNEIZOT ouud f�+ , (� `-► Ag to tr1 oo , Q55's. O~N�O :C A A A O .•y�•�n A�J • �q 5 N pffiR• O• p p- o a co Nc c c. "'°A o• 4 P v•.2 •.�;qt. ' cgo °S.o.,O=o°=a.I5A. goA»Os.a gc° aO�snac 5 °N `A OpA° `' ww e to O g " ° O 5r. " cr CO A N O• Ub • 7� CA ' .A elo , c Z.•o o2Q E. 0"e'yogi oQ5. o35y ee].5'a.0 ~�A S0.no=•-Ao rA O A ° Q � i• p NAOO. r�A 7A ►S'°►:! ° .ti► E. n oO ' G r+► A= rb► n •-•• G• S.aEA ° g.O S. A n ea. 0O 7i dA co n G. ET, 5' i y° N y O 55 2, = D. Ea gA .., . _. [ O a . O . p yCA to Er a.Q. ''Q. � C'°0 aOa• GN O 5' A iCI A E -r+12 : $v. OO q C_ m '-1 S'! NA . . a g• n n PS J a 2�'El E OQ; 'd PhCA p,� C' c to re to o. 'CQ: op, oQ 'o a • a 'a.o. ow j' A2 p a wH o�oA g. O i ago g "q .. LiO.,A -cb � vosg5' o sn A N 0 0 CA 'O •iS, .p n A hE. ye. O 5' s �< A 5p A . A c O• Qey • Ef�•A, pOO M O CaO. O po gyO R. oRQ- n A 'J e =- cr A'O y „R• GO 'b 1 5. po CD -I n A • A n A P' to 7,1;o^-+`<� aDN �o L.OA Aaaoo.► Ong► c odg A S. o.N�'CoonAC, O aO• o+ nC.. O�o5..mO 5'0000c..1, =. y 5M. �• O L.°Ap-i iii A m ; 00 v. rO��,G�p.qO a. .cogo v..A g G ayC 5. b��obo. =ase.5 5•4" b�•._=o � AA.bo cc .c�+ w,c.sE. 6^ ''a A q,o o 5an° ft '5 10.g AAA° aa- pC5•'�QG'iCA In8:4 g o ►ficN D C.yS ° ; Z►N s Cr oo go O O N si aaO• M 05 a ; g. M rn o y P. ~�' ; o A ' p NO et el p a � O 5A5' EL. n A • o sb 5 p E. Atp 2 ..pi oa aOo O I O 5 r. C 5 'd A g• A..,CA 111 :3 ►+, y°b O A pO °►� a- oAke . "QO. .. b 0 0 14 aa y MP. A O CL A A 1 A 5 i[ (8601 'all dSNHZOi mod) 00 COn ewe g, r, 54 5. t'1 ° '•'. Nr13.0Q' °O 5.� � g 9ell i , 0 5 A A tu00. A m ▪ (� co 3 A a..-► O Op O `1 ti • a AOa °aH a•A▪ 4 gQ. • 0 in N • "12. O A,O O ▪ <e,' N a a< N o g A 5. O H t"1 r_ �• A a.�• '0•0 oa�A 0 g 0 d03 5cO `' S• 0 °rt' o E.: 7d m01 pp A 0 2 in- i y° aC Mai rn g g O Si" cre-r. cn 2 ~ An � ti! O O. A'CI CRy. 5 o y OOO A p,a. °p 'd0.O N yo a'�.G. O' g A Odpp0 AO.Ca") o z O<< •1 A a. 0. • 24 aOPi''+1O°C A .a,A 7cr. q * A 6 `< a. �' A a.acwsoo. 'oOI:t '.. .A ° °.Q- O +'08a;a.0 A 'O O yA c‘ E 2 pl. a. n ct• O • O g O g . a. 'L7 .°1 4' A go A= g 5' C° A LI. A •SKs! .Jagtp •Li uoltaaS Section 16. Release and Indemnity Against Liability for Loss and Damage. g$ ., eV'•f �b'a •o 44.2;N.°< 0 CD o x -, A w •-1 o• A E. 5 el =° i qO ' claA2.to?o c.c Qo a 0. a'a.o 5 $08"t° 5�•A�0,A AAC.`<aAra.cou OA 0,O CD cn 0 " N r*O 0a• ° C" gt O 5' w �•a. A0 a•1 9 =; O a. q n A Ps d = OOn.a a,,enr. tias N. ., 5) .+ a. ae. 0 p 0 " am A g l 6 A O tiO 4-4 ,5 C O,1O Wyf 'Q rtO �' 40 0 A g: •ON.► O C, A .e O y y A ' VL • • • hA r.• N G. .i :<A.▪ a•O-<y • -`30,:tggn•arD —00-15- rD Eti an A5•°»�S+�OOr. ON fl cp•°t' C1 5:An. a 5'O 2 a� •a•a- • 0 0 ° O. -, O dap' p� ►°1 tine‘ Po O'D" F o. A• 5n=n•�o .055y Ho.o •'Pa < a Qr..•g .•� h ° A 5 .o N or) A a J" A a. a. O �► ° A . A 5'dQ'Q.�,AdpaO'a 5 II:I' I. R 1:1 • A •tCC' S A ..y a• 9 4 Pi" .o13' 'v A .O4.UP y O AM '1 p O 'p r. Q O• rri �. n A "� ;col E. P a. O A• C• rG� g A'O 5 Ng g.s•ay•a km• g s, •siva;sd •g1 uop3a5 i860T 'API 3SNSZOI UroA `< a Ei a v •o .... o. o .< ., o aA y A irk cs CD g 5' E: = E a a 0 5. .. E. R. Po aC rsPfl s. DI R A O .. w N 0 a CO AA 55 0 v n ar o n 5• n y 0 .. n O :.1. .,85.0 E03=° b de' o p r O O g� �..y o•�• ••p _ 5• p y H cm. ca y' .0 c g C 03. A .. 0 E. o 5' 8 To o A M x 5 M9 5. ti 5. O � 5: O ta n aPr..o. �'• • CO ft DI g o o: g cs H y = p co 0 Cr0tTI 0A �• o1. a 4,• COa O CO ▪ G A A A o y O y c. A •d •• id •o aC A vi 0 A A 00crw (8601 'all 3SNHZOI uuo3) DO Section 20. Superintendence; Employees. v A O .< eA ^cut Fito � A �C Ro. 1 n`< 1gA ;O Ey��� �' vO 1:1) Mo CA QG.R.n 9, r p i DJ k< ai: 0: 4. v� fA O A H g A 0 ,. . =- • ff:Get ,.._.(1 S. °' g a 5' I O O Q i7 r. , . °' O 5 'o c O l0 ti3a, .d g A 0 • p "'bC C. pi rir a St ' 9 2 s• g 6-si ..... ...., 0 a 0. .,-,., , .,„ '0 F. 0 A UJIJC,i'O ppo QOAa' A O E:• C.'G..A in Ciq AAAO0'1-iO O to o. a .0 a .. a n. A as• p ' Mo'tA°oa.a .-54� B s.C5.'"'C►el el cr 0 w 'a� .,y. ' A 8-55H0A 'a0 00 o��•nao. � ''� $ � - O a w A ooa. ,oa O aca; C o, AC C OA �° g' Eco.pa A 0y0gg39aAa0.W07 H 7.. O .y A Hga s �G ° ° 5' o nCIioAG g y y Da o° g' a ...Io. a .[ C G1 ° O • "1-A v og.Ingwocr p'� ° '- b a. to . 8 g I k n — g• 91 SI ate4iNgta• 'X gg :3 0 El 4 p A Of QtiIr° E. ti C cr re k E5go ;. �- a 5' 0 5 `e to A• . C Oo g Cil p2 0 e p ru • �+ coo kr o M p• 0 As.a R. 90.AEF319Oy o. a'9O rryy M �yy+' . ... E o a 2-C.pCpffE ti 0 a H• O ►0) as a. go gO MA o'�O+iA,P' (860I 'Ai AMMO! W103) lost 10.6 b C p mt o .0+ 1 o o. w Er; O. o -, O y H In 3 6• Ca.�0 s 5•� .7• 0 =° 4-40 00 rt O AC --I go CD 0 , rryA'o 0F. -•0 ° o a °' p A cl c a n 17, QQagcp r vrtNr � f/) pAQ 03 7 0 N 0 o 13" N lull 0 sr pi fl N M n Ui � ��•g a ctma tr, Q N A O W . O A .r4020�..QO g. ft y O A p A p Ii' o 'S!J1i N n ' A O O k n g 0 A o o7Dirg E• �•► per, n reR ti A O...y N fit A Section 22. Clearances and Railroad Flagger Services. ..a Cl) a O pAq p, y Lam` A p OCR' O• 'b O a�. pJ�o N C .9 O O n ' ( .~. 6 cf. H G Al eoj O �+ �a 5. < .. g . q C ~ g' °A 5' cf 5 A C '' 'b 1 9 apa � a -, g w a n O.�,A c� �d w O 0. qt. o� �.�' `moo O p O. O. 5 O N`! O. OJ O.A_ 0 pg TA .-• 0. NOH O O ." Cy'7 co .0 CO 41 '"�O ri'A N ODo �.a A .. O el t��'' ti n� L O' nEEtC -, OO (59O g ,O 5 0 C 0► A. DO C 0 " O' p° a ,.. O+ al fff 0. n a..7. `C y y Ci O a �0,.� 'd si g a A g CD v. 2. ta Q� aa n ERP,B1 �0oo ��-m y O. o o.00 �67g . OAc' �'y c.n. �A 000' o L 0 .i� A tII P. Hy h� a. .4 CA rl 0, ct,^ at ' A 3. iti k Q. .•f A 5 y 0 p '0 w.y o l, y te iniI. co ..0. O O O. •� 3 O -. O .0 gi o 11 g. R. A o m C�. p ►d ; ``gar • ues �g• ..•► tri CT.Aa5.OLA sb dr uj (8601 'all .ISNHZOT tarok C' � etO O go�/ v . v v O c 'C a o g A 1.....gpluml. Da = 1.Z ti: cb E I.< 00 0 tt: `0 O. `C •0�- y A n. rv3. to `Tl p, �`JT A o. = o A o 5 •b o H � t'. �, y el y y A § A ‘e o9 tC a. O ~ it to flR , .E o y�a. 5. 49. •o .� c.� p� • O.• g C. O < a M C`'~' Pr vCG g.•0''' "A O. : A • C� p 7CQ; at. in t•< 0 o R 4 Lti 0 g: 50 0pd'7 A C gOAy% §O O O. A~A �< 4O O• Acf y CA �+f < A < R. .1:3 tri h M H G. • cr p • O :; 'A �.00cr ,.. `'< A 0 A cog- m'o A to ° to AOa, y •a : _ .. N < N F,p o • y y' 03 A < ?. gra 5• to �. c R. o` mot*, w 0 y m CCA A `em a, �° ° A ie' c, Et o g ta. E 0.n Ei cr r ° r2A s El cr .1. O n y A a. ti° A• A «yam ° y "7 y 5 2 s. A t " 1 & 8 03 I !.. E. e. Da lsv°0Eir . . o1 g o ▪ 9.0CEal o o=a=8) a0 0 ,9 pile — O 0' ° Q 5Oa a A AADa 0 E 0 0 E.q E.DO gla 2 co o 6 •'o 5 gr. oy.`.� a.LA FL 5 c' Gi• th %eco N � li • O es 6-11 CD A CD m °G pr' Ao. o : (8601 'AI ASNHZ0i main e o y o to a p0o' • .13 O 7t' o VI A t� C cT • A A Cr us 'A+f AA O ▪ to E E a Vl • b 'L7 5-0' A G �y•�0. Opo . A 0 N• 0 0 0. 0. a 9A 3 taWNN NN . O oo •NC� to O O O O O = � � s A A A A ~"' A O yA A A A Cg 0 • 0 0 0 0 < < < < .-• < A A A A O A 0 O O O O43 Po O o G. D.412 Pa C: �i. O � O H „ C 10 • g 0' 4 A A A 'O O o• A ,°5 n1`41 r. A a A o o o• _ zF.y. li A 0` OM O 0 A o 5. s,5g A CPO ea CA A I -I * 5•yA O 0 O A E. ,A.'t7 1:2, 04. A O< A<r•<°� 50y 1.818. N e. N y O Q A0 "0ONO r)Q5.4 O tilir a cs 00 '°+f pay. 0 O 54-.. o' O 4.. • 0, A9. ( ,. OD' g- • A • bnA•-,cro5�o ▪ r• T A • W 0, n y'7' .� 0 �.°p E Qom' A co $ A + nG '�1 5� tia k='b A C O C• 0o to ▪ 0• < `+ ..,mO O5d 0 o�^syrE. a ▪ ▪ o pC' A g. OA G. A O• O b g • Cl• .A"1. E '' .. FOn 045• 7,o§'ng de E g,,, r,...0 c ,.: 0.,‹ a O ▪ fl. _a Ft., es 0 o. ° 0. C o ° EA C 0. �▪ ,° O. ° clo o LI .....: a ;1 . t 1 i O ate E "•1, s, A �'• •0� Ap .. g 6 0 R a.�,, o. g* t� ; b• 0 c• • Q. e � .d A h it, � ° 1. 11 I kr LTE 1. at (8601 'AaII dSN ZO1 wio3) 2ra..00.10 e.=oa•cGg� O O C O tit npO ...o 0et....! C~ C co 01 ~ N a� C.• O to*'O QO T5� O co a�"� C% " C. o EN.p,< 8]=� rn ayO oaAt' f ,� A O. AA us y A •-► A'b C. .0 n. O Qor Aa 6 a- 't O O '00 L►. O Q. O A O. ti ' A a< A y• rli CL ►+' �y a:< Ca=;gig a o• Q-•~'.'bno►fiN L. 1 A :; O 41 tt O o 1 O .Occir g t. C O" O M CA 0 Q. a. A. O 5' •W-► a. oo ►� A A a' p ."I A WCi 7 �► to = co 'oy g'Q°&ao.1 • •g 3 AO 'd5� �n'o NEgo s :o�NCO oa .▪ ..c CD 'CI a I. o•0 c ""rP� AN ° 04 a hi= C A =° �'9 g.00 a." 1.1 - � ° ►°e5,0te o �-+ R cbe � �o� �� its A 5'`° p-c 1. F �'A ;.5 s. lar: oi ry' 5 m o. O Q1 .6• CD b N A1.f3. ft '��,r a N' Q cr !1-: C. y := 2:6"; 03 .�.s MO NryO i Sn C1. A `< a :4.j:: cD n;a. E. o- C ci O cco x o A O ��~., o a° M o A .d �O O O cue .a a''' �► p • ° .O b coo N p�o O aC ppoo Di '",'��.A A 7C' 1•p.A 5 1' `4 ° ,� t< C. a N Q •A CT I. 7 � O ri O. CU O. au A p �► •d O. A A A N p. C A O Da A a 6' a I° o'5. a M ''��e 'o A '* Ats N `oso F.5:4 `�q- gi 0 ::74: O• � a~' �aq'$5rrr 0 •p, aC 1 9' O A O ay a0Lo. 'n�, ~°De�eso �i � ir1o5N �;•0 0 tp a ti =-0 A o g. Q. M ..., ° 5- 0"'� M 5 q .r .< ... N 0 IffiIil A „no. 'O .•1 A ►� r, A CO CO Q. • co- 0% N Section 24. Storage Facilities, Vacation Thereof and Cleaning Up. 'O 'C N 00 < ocii O O C ce O es f�A ~ Co . n ~ o N pp E ► _▪ . A o Pa 0° .''.°,o CD g A y 1 �. ,e N g. R' 0 0 H A < p, l9�• C o tt A O CD C .=► 0oM"ooA a 0.a a r► a ar '1 A -+ l9 ▪ E. o. B. `' - o.' co a 1 O • CD : 0 "a NtC •A• A A o , R , 5.�'o.54. 'd o ,l A C ••• t0„ 303 O 50' 0 A o 8' .o O 'O a. if, O O. ° A " O •g M o a+0 us o *a0 cr et eV a A A Q. y o 0° o.51 d a � i4 o A o N CB. �'d coO a• co 5' 5 A ir (8601 'Aa2I ISNHZOT mroa) co e es r• 0 0 C (.1 co, 'p'*D . ii .) N 'd O 0 N A A 0� 't7 A "L! 'O �� C• Ci O "' A r' 'gen O O O .� (.3 7S' A o o p .d I _�"r!JooAP°epcp��rmG a• o `' �� op^!!.•ts: o cc0.e.AAtz 0° 0 S.A •., A A b 'O ° a N co n' A 0 O (C. A th . r pi, o'O�+�+a o 0000,O. ;oA 11 �' .Xi F. cob P., C o att'th O , E. A g 0 ►— o H Egg. ��•�yy boy N A A ° O N s• O i. , A rQy t•►• A O A (� C. O "'� 'd A -� O 0 0 �*f /r ^1 a o• N Q 4 „�*,i n pr I. l• a -. G•tiG 0 ..r• �. Q• �1 al A �_, N p ram• �.�► = CD ► "A'1 p F1 Q N ��p �7. ... A O -y q• g_ .A► in• �t R ... v• 0 co M O N= „, a to ti A O A �• '-i Sx* �• 5'°`< 8 �.� N ° �•5'Si o N o b N S.ps.$ f7� tt'� co �, 5 a x" ~,wO e O ►*�g• p e o A .j. C .+ p N ci i=1 �' C n O O o C .* - 5: 5. h 0 s c�A g . A' bd s 'o ..° g. A ° m o g. 5 ° 5• g "" E. g 5 �° 5• E. go.gg. sio `< c�, c:•rii 0o•»� mH'y5:".Z.elgw5'0 a°moo00 AN„'' oo a eN=;`°N �, a'`"'o �'K• a o •R AO., c c�•� 0. �o �g o _`5'.y 0 5 g �gogo• A a Cr ° ff: E. o' `< �. a' `' $ °° o A N I. • G• •., A .y O g' N. v ►e.d G s 5 �r N '� A O C N 5' �-► o co ►�f e0e 0'-'•p S:oa, "0 ° A A o rF nEp A :'. 0 5 H ...pp o•c� 5 5 co o O 5. ►+f C b .. S. �, eT OITJ A N o C „+� A co A A CA A CO O A C •°• C. O A 0 CA g. O m.r. O p' O p• to 5 v o A a A o.,, a�.b ��c, o 0 0 0 g•A C 0. I. A a'r. ° tee �•► -, s* -► 0 2, . ., o -, 'b A 5' ° N .5v. o A w s► ppoo ci ° y �. r.° C L► A ,,,. A C J Y...4.0 < A '!7 A A N • A Q' O A O to g e:yi O+ Pr A 5 C N O "'� O CJ' • ��r A .O A A�y A cy �, A .* C 'd A c� AC ea ; A o g, 9, , co A n a A r0°. o' 21 m b A A( 0= S..0 g s., 0 A g 0 > C e' C A• O~ p� 1 . o o po r 5 .. 0Oq 9 ' i C. O O A O• b O "', . t 0� a1 O• to s, ri �G C3. A A C O A PI 't7 E A A A Q ~ ti A O '* ° A A A GL y A A N '., q g O• g o a. � Ea = O -+ co �'w B MQq w. o c Ada •c 0 . -, Oa =p. pit a. 0 ..ppo iIifl 5A G. 0 to A �, A qgg'�s. � S. . Q9. `e r o chi 5• � pft A M c n A � Us. p gs. a 5:5 A Ei i 8 ES:G' �•v5�•S has Rae o a t,52 �� 0 o �' q., A �5' ��.� g:C w A A p " O O C y N C'.T' A p~o g. Q rJr. e' G es. A A 0 A ig Oo �rJ► �Ov o o .�1 {Y L' b A 0 A A vO �„ ►t M N `S R S (s A• O1 C' E" B A H A o. Cg. A �' A 0 p y A C A 2 5 B. A N ti �' G :: kin ao N .. O 0. N -, er 2 N S. o Pr 4 I. 0 t 8- C o e ; g L•,P 5 n ° °..° a t o. A�J' �r • S• 5• o- 0 g (8601 'all ASNHZOI au03) Section 29. Choice of Forum. o N m= 4 43 A A .. 0 vo o'0 e 1 O�A ao Co2. oa0 t"' a 5. b =. T • .1 l•c ,O c `A =+eCT O L7 OOo h0'oCmma A f,b. N'OExa-, O O 4•0a" m O CAO" .V 3'n{ A.m 0. 9As:•O•"' fp4 M A.0 ~n"f `g t CQi li t a y it p N aQS, r. 'L...•A "q 0y N H O O A i 8.-') I O'�ApA to faPi. A vglfAn CW E : A'Am GO• A p.A p0 A V� O b A �. a. A A G 0G00 A A �:g• O C!Q.PaL7 *0 p s. A •-+ OA;rc`��yop ao.A.p:.`05. $Ao M. ✓ A .0 A OA p00 AQ E. cro a0:a =y 3 4MOG v�oy ,P. 0. A0" c•Am_. n4Oyg••I 0= AEgn&5,0 ci CI I a. " a ... ca us U.fl O a C A O • ,0 o O AO 5`< �Aom'$.o 'tLDti co dp l▪ 'o F ; s • .. •� 7C' 00 'O `' p A O .O 0a� y. Q, 5r �7� A it A O e=0 A O. c k g A g Og S • A a 7 O Q. 0 ,' C O r A $'..is a 5.8.0<poA ��9 4�'A 'o4. o4g. po i ,5'bcc •cr 000 GE.00 cNo r `2 0, C. o O. 0 .• a 'd r. y craw .. a, N.c A a O A V 9 5 E A 5' O. to 43 cm 0. re ^ Y g. 91 n g� �; A O••COz i .g (* g-1 ff. w r, o Ab i pi�R�OpAq�pep n o 'co m O so �A a,� m. 2,ga° �„0 g tea° c2a i-0s. .g : 9 Q p O. 1 i go S o 5p 5.15cgn RA. A E. mono..-.0 A.5ocit0r°° a A (860t 'AI asmot BOA) luauded,lo adoag 'PC uoitaag MA 5. e A H _• n 00 A W E. 00 y aCO2 n • Bag B • P. 0. 0 a 0. T'5 A a a 42 N 00 0 0 0 N M Q Q. wmA 00 0 O A A 0 g- oN g cr Gs,• A g E. I IT 0 GI 5 13 ut 0. .cr A ,101.0Ca 9 O al 61 a • nn`C A 5 es no O fi' 01 S.A� 1 0 a ° A O iY 0. N.. ~ < Q' 2, a W A • 0 a. b e 5• g S. Eb - c• gg0 _ p. A '4 rrM M o : Oak acr Asa p. A N 0* go 5. '0 0 'C! 5•: °5' •;!ngsianag •z£ uoitaaS `° °, 0 •N A < 0 oAA o ri o- 0 11.► re no A 5' 0 c m g a8. CA 0 N 0 o c• o o N A A . li A N ▪ Q 5g a L I cti Section 31. Joint and Several Liability. 'a— g 3 b 0 cn A A A . �j ►►yy ' A '� ... ! 'd O O C eoon��• ° H �"C �_oaooit w o o C. 5: N Q g0 Ca CD to .NA2t�1; � o 4•�•0�5. 3 5. b� A _. aac. " 0 °y�• .� eA. Oa may 'y = 0 0 E. .Ai S. 0 S ►'' < 1.7'; y 0. x 0 ►� o hi O c. Ace. YyCD us N r� A A9 t4 01 N� A p• p•,OA A . O• c, O m 0 A ti by o. $2. '< 0 a R. A C cr a. • 121 ti y H O A D es in a. °`4 0 I'd WI A A 0. 4.4A • 5: . `< cr A 00 AA,oA a� Toy' rt. N- 02. • A A o 0 ag(I•6Ili 0 Q � Ibg' 0 A A 5:so�� A cn 11;e 0.,,, G� pwi eto � O A �. O Dn pi sO O e• Z. Of4 A� . 5 O A•p�'� O L to 4 "AJ g.A a. ° :-.4 a o5. " § g a 8 °L. 1 g 9 =' 1•o Pr ro , 3 e: 4 $ coo .a...°c cry ...,0 5' a �e�= i• . i.' tailf (V a 0 co a' o g b i 6 o o a -o��A�o .~ °�1 i " K SS . ..., ,.. 8 g A AA F34 te g. a E g . -, 0. . -. p .- - - E & E N I/ 3 .r."%4 " t11 "a g ace ic.. 'hi ; AA 51 : 0 d. p t t 1 r! i ii Cr .AT �'• pi'• '" �• o' es AA A A A 0 o "' N b �t `� Oo < t3. A AO O. • a• p Oo A 1 �'' .y 4 A n Oa. pOee �' •Oy A p q� p ti `c g 2. g; C. ORI a A 0 O » g• I C c,� b 0 q' <'ty C. E. �" Wit p��ii i'�y'� A A o •O g %ti S p C P. S Rb El A C~pO O= A aA ",C.gg POE CDOp*A AL F. ILA g g...P fs r ota 8El 9.aq.1. aa: :11 1:1* 1 5a a I 5 . " � m hg �4OpaAAA AO 0AOya.0�� 00 R. ti Bs'dd•5o'Cpo C tt I. ; 1 §. 1 E* 5'4. a 5 1 El I 1 p E. 0 4 94, A r„• n yr 41 gi I E I. t g 8 ; Fig g !Li O• 1. I O 0 hliUffU O A fA Section 36. Partial and Final Payments. <Query$("Unit Cost $ Amount or Detailed Contract Prices")> Section 35. Contract Prices. A A A WO Ad Ai » O74 co A 8 011 G. G. p, •o y et — a A o S, C g .y A W ed 2,yx8J 021 cn � A y oa Addy. as» O A A no to is AgV4 A o R p (8601 'ARI ASNHZO1 wok) 0 v v vwi v ..`+i `� A N ° v A W n p°+ C v v y �,d �z o a o 0.. 1 clg ." yb 6 5' 11 b ,- dJ 5 � g m� n O'o c7 i'0 5 Aa N o 5.a.cpa-, giv ; 2: o o to E F. n o %< .— ..-, '0 o cp . .0 0 r* a: .0 E. pP pQ. & a "el y o oA C O p• G °F. 'b en°OI< DN°A `0C i 'OH A Ab A COA < A a. ppC"Q-1 0 i psR. p � 0 .-I " ›' A 5 1 6 tic.- ne) !i/c4 4 I: c.i. cr U) 0":1 171 0 ,... 9 41* r03. °yO n 0 Q.'O y O .b § A C• A A 131 O.A = ti li n02 .�H to Ca �AO5. p�� A O at t o ' . 0 G, .. colp 0. ^. 't1 a' A g a .cs !f 4A.A�itg bAAG. toA.. O I. H. 1 g O in S M `. A C C A pA a i ti 'd "G� E 0 g § Oit. O A' eti 51 �� 9 ~' R� III ° i ar, �A.o (860I ?all arzazOI mina) (R601'A ISNSZOtUUoI) P., Cr • D 0 cue < n -0N N n0 >. o m is- tri c E m LY H <A+ •80sItio .. 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International Power Cable Engineers Association Insulating Glass Certification Council Illuminating Engineering Society Institute of Electrical and Electronic Engineers International Conference of Building Officials International Association of Plumbing and Mechanical Officials Hoist Manufacturers Institute Hydraulic Institute Federal Specifications Fluid Power Society Factory Mutual Insurance Company Electronic Testing Laboratory U.S. Environmental Protection Agency Electronic Industries Association Douglas Fir Plywood Association Cooling Tower Institute Commercial Standards for the U.S. Department of Commerce Concrete Reinforcing Steel Institute Califomia Redwood Association Consumer Products Safety Commission Crane Manufacturers Association of America Cast Iron Soil Pipe Institute Chlorine Institute Stands for RT 2 PRODUCTS - Not applicab 0 0 Anwwng * nrr0 * 0o c c n Abbreviation ABBREVIATIONS Woodwork Institute of California West Coast Lumber Inspection Bureau Underwriters Laboratories U.S. Department of Commerce I Stands for I ;uewited pue;ueweinseew CO °) o O cn m A- 0) D c O 2. m a D co =p w 35N� co o C CO =.3 N c Qm 3 0 al 0 3 . 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H Q d y, = 7' 3 N m C< O gu n Q N n a, a) a7j (�D a)) ff ►7—+ - n .,..- 0- � Q .z N 7 j 0 N O� (<D 7 (n m 7 01 O SNOISI/\ONd A 1ViINVS D O W RELEASES OF HAZARDOUS MATERIALS OR WASTES D 0 0 0 0 0c 0 cn =•3 c 3 a) • j � m � . m C CO O N <cp rt O O =• -moo < N Enm a) O" m ' (nIIl of o 7 Q O N N g �7 o . Q v'• 5111 CO N Vs ((DD C • O W o m o 0 am(I) Qv CT m m A. This Section includes the laws and codes for the work. NOIldINOS3a 1V2B3N3O - I..L Vd SLN3W32IIf1b321 A2:10. dlf1J32i 0901.0 NOI103S cr) c0 cn 0 Oa) 0- 3a El c bQ m D (coo � CD O 3- d m 3- to CD .0 A 0 CD N y �D (D IIl 5- C) a) N 0 L a. m o co � o < '< m' 3 m m 3 Cr O 0. v. dpa O o z o O g 000 3O o c N a m N m y O mN a)p o 5- 07 vaQ o CD CO m R m m O O 3 m N p N N 3-o N m =(D CD 0crT o32 N to, �. am in 'O w 3' 0 01 0i N C 01 ? N co 7 O to D m = m A 0 m 0 ? m O. N 9 � N cn 3 5. O c N ID 4*o -2mbi m "' 0 me m 3 a s;ueweJlnbea do;eln6e8 O W S3SI1#132Id ONI1031O21d This equipment cost is incidental to work items in contract. N 0 0 �a 3'0 �,�= 0 m o 7 m y- 3 y m �1 m 3 (7 3 Q n? C a s 3 �� O rt0 n n� m m o o R 'co A) al33 0< 3 0 0 0. ' m 3 a 7 O a., O 0 01 3 cn nm)330 o5-o�m(DroOy* 7 a.com 3 N O o 3 N a N _ 3`c c, �v O •(n.- co O� 7 7 a O 1 (D 3 N Q N 7r a N 1 N 3" ; mu) m 0� .-► a m ai —?� d m m 7, N 37 m N 76 f § .0+_ Qaa) a0 O 76 O0 O 3 �' m ? O `� O N (D �•a N 07 0) (D O vi 3'O o ?m o c my a0 O- O O vai Ci5O (n3 O cND m 'C o o m 3 -� 01 �m c O ,. 3 p 3 3 0 Q (D a m 0) 3 3' 1< C' . m .► o .. O N a--� fl m m iu Oo (D a O M (N/► ? = (D `< N 01 (D a a) m a m 3 N -� < N- O. O a 0) N O (7 m 3 3 12, 8 0 CL O� st= 0 3 m„ 3 0 7- O-p CD m sa, 0m o 3 ? -. �ao3 �, N O 3 41 j ? 7 m 7 (D 3 O CDD o N CD -0 cco Op a O m O O 'er_ °' y 3 N m .. m N 3 01 O- i; N 0) A N- - 7' (Ca a n 0- j c. * 3 - t0 N (n m N O a (O m 3 cn N 3 -� C 3 7 a d O 3' 031 j p �. 0 m N m o W— a m 3(0m 3 rt3 3.Q3 — m O c A 3' (7 3. 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O A S1N3-MMI(O3 03SOd0Nd m 0 0 a0-• 3 Fnm C C ., 3 .n O -O 3 0• =w o a) O n N m C o 0 3 0 co E d 2 m 3 00 0 3 m 3 3 O o m m m na N • n N o — 0 s n (D O 0 N C • a En c0 v o33c° c m 2 -5 O 3 Q -T x "a al 0 C O 0 (D 3 c O- n N 0".N m 2o� 00 QRm CTd Q i< c 0 0 .. R. co GI m o m c 0. N * 0 3 R. 0 m O .0 w E. d Q cif! O 3 0 m 0 ic 0 N d m w n m n Z m 3 • o 3O i 0 33:0)000 o o .. - N N n C m3• .2O o m 3 Ms� °a CQ3 m 3 a. m 0) O w 311103HCS NOI1011aLSNO0 A. Submit the names of project manager and superintendent. N PROJECT MANAGER AND SUPERINTENDENT A. This section identifies submittals and describes submittal procedures. NOIldINCS30 1VN3N30 - I. INtid S1`d11I018nS 00E1.0 NOI103S 0 0) LIST OF SUBMITTALS FOR DIVISIONS 0 AND 1 n o � V 3 3 n 0. 7 N d N o cD O tD o F.),y 7RA) 01 N 3=<09. 0 DNp'-occo0v° N -0 a) N c� C1 3 0 n Q O =� N CL O Q° N n ••W -� 3 ID 3 t' m O • am 03 3 la aon�o I-► J fl • c cn 7 cp c...) 7. O A d CL N O cn c N = c O < • N N COO C i Er 5. pOj O. 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C j..D m 3 7 a' �_iii<if) m O. N 3 O a m n E. c n~? (aD = 0. a) < 6 o o`< o c (I) 0''m 3 °1 m e n) m �� N 3 Q_.;7v m 7 co 3 Q • Q ^Q CD m m (p = O a O -1 m (n 0 u,.m 0O to °.�O a pNujto S m 7 o O rt„ N `< Q m a CD U) N w 0 co 12IOd321 Si`/II:01 J aN`d ?JO8V1 .W J W w CO 0 o co -o co cD m D om a d 3 n N N n -0 0_• - us '0 CO 03z0300 2com��0 co n) = 54- a, Tv-0v m cc°)iVCDnn3i� cam cD m m < (D -•NI ..7 N O 0 Q0 3o'+coNn) ON7p45O Z 3Fs�ID 3(�(D .<aNiii a°O. CO m N2,o3! 03 i °0oon) 3 p 0 3N (D n'N 3 N a.c►*m m Q7� <m o�,'oo m ►• o* nt O N -� N '► N O O n-._m �Q CCD s�mo0�3 almo.u)3-CM N-.?7'O < n) y O (D Cia o 2 d o am O. o c N m °1 �avc000g 7 -Mto a 0 co 7 -+ 7 3 (D O N O 3 p) �' N CL N= 3 0 (3D A 3 ;a 0 O *_ 5. C Q- 5- 0 g-0 O N .. 7 7 .< - N 3 CO m 3 i Q, f Qm Pto 5 0) O < =� 7' d O< O O� 0 m d �O ?m7 0 7� c m 3 0 7R's.► O -- CO 0 a C o. � O d O�� Q N 5.o°' a3 �� �' 0 3. � `� 0 3 CD O 0 a 7 R- N 0 N o ... o 0 a n) N - p -► 7� d c7 O. 0 dl m - O -' 2 rt (D p i a 7Z'� �� O re.:13 0 Q *Fm :0c3 cc„Ncn31n) -3.3 5t-om O Q07 U! 0. 0N i y n (D 9• p O C) co n o. m 7' 0 n) 7 IV 01 al p a p j 7 O p. (!) (D Q •c p n) 0 O 7 n) .. AJoM jo IOiWO3 w 0 co SHOP DRAWINGS, PRODUCT DATA AND SAMPLES m D Xj m -c�(Q-f 3 (D O V al -3. (D � m c-'NU)—m'N 3m co-) =C(< 7 0 tD (D (D 7' 0 (D 7 3 �((0 3.o m (D n1 a< 0 7 * Q o y 0ja m" CD -1, 7 n1 a 7''3D -+ ao.n� C 0 3 O� nna 3m- 00C)- vo n0s3 0m O N co'< in 'I'5. 0 3 0 �(niu (nn) Co V) N7 M. CD .► O r C) a p p. R- O C,-p ` -1. a• Q N m a cQcc 3;m 3- m c n) 5 N v 1(n a m p 7 CD 3 In Fe N 7 0 (D 3 ..a-•do(n(D (D - p, N a• o c o .. C _�G 7. n) Q 7 7 +n C) (D (D O (0 (D (D 3 N 7 w 0 2:130IddO A.L3dVS D E 0) 0 5 0. o 3T am maawn o N o nci O- ? N N » o3o�to cDa oa-o� v N w O (D N m3-mc o v m 030amu) R3 • V O 3 a (D O 3- p c 7 �G ? D (D 7' o N (9D (p 3 O cjj _ N 7 7' CO m_RID:. - 0 n� (D (p 0.3 (a 3 '-3�0 N 3 5 m N ? p C) =(DV 3 .N.. d 003cD N 0 O M 7 3 * (3p N (D a. -o (D "► 0 a0o N• (D C O. (D ►3►•nrrt3 (CD 7'((DD (D 7 w OT 0)T 1N3aNaLNI213d11S CD --I COO) o 0 ova • 3 a- o-a- .„ 9_ m m 0a 0 en 0 co co 0 0 9 )tJoM jo ioi;uoo n 0 'O (D *. n _ . 40 Q fl C► 3 0 ? n 0 m O m -mac .00mnR mm��i-mgnOm=-i.aN0 1n 1 o m ( y*( m ZC .e 0 j 3 0< m 0 Q' n o :. s "cn O '0 5 O G. R m m* g �. n n< m p u' fD N R- m< a -. N C o m o 03) °) (DD N o- m ? O n . S 0 3 c. n d m m 3 ..p')'P d O Q m g m 0m 0..► N 0) O 5 (, m = 1 C -. 0 0 .+ 'O Z < 10 — .-► 4 N 0. 0 o 0O?n g CO1 m m O N a v 3 X -11 3 (D ym( - m w m a) i o 0 3 p 3 7 o c m m O N �' m< m 0 0 * O O 0 Irma Do.no< N -►3 5 o O O 0 m `< 0 m 5 C .0.► (0 o n N 0- C ,.. C m" N p nO 10HOC► , m 7' n n 0) _ 1 _` A m < 3 m mm 0 g m-c5D S n_ -3 n Oo o N 0, 5 m 0) 0 0 1 -w (= • 0 9.m m O C _.► n+ N 0 p 0 - 0 00 0 = 0 ' O = N N 3 N C (0= 0- 3 m 0 (D (D NER�m �c� �o.dg(o0 (Dv)o 1 (o 0 0) m 0 a O 1 ? *, (aD g, (D cgD g 0 g 0 — 0 00 < n x 0 O 0'� .+ m m N n 5*cma5Romw w. O _ 1 On 0) -O 0 ,. p .m. o. -53"714 1 CDO n N n O n 0 �(D QO . m 0 (D 0 0 0 m 5 O -► N '' C .N► -► C 0 0• 0• 0 = 2L N --reA- 0 0 p, (C 00+ _+ m 0) 3 7 (D(e13fvo3mn 0O 'O N = 0 m ,. "13 m 0 02Z7=vg, o ga Oamp O <•< m o.� m -+. (D n1�no0D=u) 3C(7 0) N (D = o3 oV 0 0?) v) O N p d, N N"0 0 C y� �. - -I 0 3 m< m 0) m m 0 -1 - O 0 0 n3(DNo� C 3 0a+.0 =C� -m :P-0i m m m m o-0 3`<,= 7 C 0-,-m n (3 1 < 13v < 0 0 a m N m (mD S = 0 N m 1 m _ N n .► 0 0) 0) 0 ( O 0 0 a o. p mm --� ?0 coo 0 23 )n _ mC(„-2m n3 m �m 0►1 j -Ni. 0 O 0- ? (/) n N 0 0 2. ilia gR ( q( 1 1 1 0 G 1 N n 0 .m-►, S (<D O N 0.p 0) -..� O P p 1 . 0 ymO3�omo(� mo<m_ �. -� m p m 0 0 p C a p N m N N 3 a' m' n 3 0 N m M O n m m O o 0 O m- -(p y 303 N 0 n 0 O m m m I. n N 0) 0"N 03 m w 0 CO NO11O3dSNI v MajOiaj 3"0 * C ((0 -0 0 O• (0D' 0 y N m 7 O Q N m p) K r: -0 mcim m , O O 0 O N N o O 10 0o N (6D N (1D 3 0) - (D < 3 miE►.v0< i o m C m ,..3u,• 3n _N m o m ? N m 0 - m N m C ,( Q O m a m Q po oZ 1 3 d o : 0 � G 0 ( N 0 N << .Do0mn 0. c(D 0) 0' 0 3 O 2 - 3 m (D 0) N n (D 0 (0 a 0) Q. O 0 a 0 0) m a 5 n :. o, 3 m m 0 o O ow- O 0 m cm m _a. am () C 0 N O 0 3 co _. .... CD Co co O co .1).32. N a) c c c - _ 0 .n om mg _ �� cD) D n=iv �m 0 °' m mo d o,� D ,x m I'.� N ?m cmi <13 c" ID = o 3c3i 03) 4- D CD m A O N O N 7� �. ? n CO. A ? O — N `< n? A d O 7' m17) 3 C i 0 7 cp p.)) C 0' tD 3 43 tD R 0) (D O=? 2- N m 7 C 0) m 3 co a)-03 m < O 7 y Z N m 0) N w O. w 0 ° m O_ < O m m O. n C '' CD m< O< O 7r m 0) 0) O. < ((D O cc). -1 O 3 O .-. 3 Oi N N 0 m El '' m n O m Ol -=D On 0 m O A O) m a N 0 N N ( 3 m m- 7 n► a. co � E. N (<D ( cn n G CD 7 cp N ., m p 7 C m. (0DD -' 0 O ((DD 3 0) ° a (D N coo. m O o. -, N v, O �-� a�'m� o (i N m cmi� �� < m m (D :n0mtOiit�D..m 0m' 3-_ oO m m N Nc 01(Dn O g O c m (D0 mm -O n. trn C7 m N O01 0) m n v 3. m= -.... v 0 7 _. n Q ,�O o= p = m O - n Q = n?i cAi -��` v O p n 5mO. < O) m N N cOi- 7 O (D m m W Q 0o CD 0 d? o O �. n O 0? c 7 Q n A 3 Q '� ? m m (�D 01 C/ p (0 N 7> O0 N n S O f. vi v' Q CO co O 3a. m 3. ..mco N n3 a o 5.2 n�, g m O m m .'gv O _n� tuam 3 O (D ci7 0'O fl p) = 3 m CIO =► N 0 o -1 O ? N O-N 3 m m m O.O m m A '0 3 o C n c 0 -+, 0 0 N .. m 2. O N O N O O m m O �' n .A+ O m m 0 O m- �_ •3 N -- = A O. -. O o 3 N N ,.. < m 3- n• O A Q -O 0) O O (D 7c n • O -.E m0 m co O 3< n p 3 0i 0.. ,. -a .. (D 0) Q. m m m -' .-► m N m -+ m 0 m N— N 5. 3. N o 5' 4� m m o m< m cum g* p i a, w a0 �, 0< -,0 N �� m �0 3 (� 0 m n. m> > i Q3 m °.< o d Q o o �; O o nv X c �m 3 3 A 112:m-k Q .. 7 m n p p 7� A 01 �_ O N 0 3 .- n .A. N 3 Oco 3. < O 'O O m O N _� ,.. (p i 3 On 0>>? 4 N 7 m 0 0 a< 0 -'. Ol (D OA (o. 0) 0 N O O A Q? (D f N 7 o d 0 O 5 41 0. p g 0? N n G co co O .p N (D '0 * N d 3 0 (0 N (�D Q .. d' n -' -Cw -+. O_ St — c A A -, N -o O_ N o a)3 m O 3 O. tG .+ ? m .+ N 3n?o o CL m m m o �� n� 3 om d <•aa m o 00) iu � CT ? m nv; o ID g u�,-v �m m m c co =,; �! C7 7 = Q O= m m m o• Ti =(� C fl a 0 .c. o m g co) 0 O m m N 0) m .�► n n 3= O ill Ol m o -�, .O+ O) O m 0 N "� N io Q O m O 0 n A M 0 x? N 3 n n ,. p 7 A m °— °= O ' "' 0 m (D O> > a .=: O X .. 3 < m — O p O 0 7 7 O Q m 0 3 o O 7 A ff t/1 p Cr) A co m (D .-. N n o O (p (D p -0 O (c N `< O m `< O r. -0 - 0 N N -+ Oi O O. A �m a�...� N a`c� m p NCD CD n R 7 91 0 m ? m? p O 01 n mrcp N n j d n O N m n a O 0 N n cD N 3 ... A+ p) 7 o .� m a 3 v o c m mcn c�.('o c N o s� .p c"<Ao v v' o o O >>> 00 N N m p m O� ° gc =0•2 .,•c c (� M m-, m 3'3 Zv m °a d 0 0 o a3 =m m 0 ma p a—< ..3.m ?d m °) 5rt N O O O a 0) .+ m .< O 0 O .+ m u, O N 0 ? to N m O Q 'O �' 7 0 n m 3 `< (p N 0) 7 0 p A* O 'fl m 0 • 0) -p N 0 fl =i 3. �D O (D (D X O 3 d m 0 01 O0. N N n f�D milN co j ? O O_ < (ID 0 0 0 0' 'O N< m N Da) 3 c = 3 = CDCO. d N CD 0) 0 c m a 61) m a13) = n1) * em = m e a� �� �`<3 mu- m = N a. N O O n o 7 .. 'a = 0) C .A-. m 0 i` 0 0 o O O. N A a) - m 7 c- 0 O N Q c °) n 0SI) n o �� c �'_< Z 5� n 3 m N �.3 �.cv z� ?(mn m. • m1 u; oa� =m d N °' p.sO o e m� °' A'O 3 sm < O m —0 c N �' c A m o 3m �`< m p cv w m ..=i m y c m 3�(o cD 3 no am N <'Q („0 3 n man-..�3 ��o�m �• 7<<m ma�� ?a�fD.A� °1(mnc�Di —O ...r.A O `< o. _� m (p N 0 0' p m m O R.N. 0D 0 m (<D 0 ' m - m -. O )jJoM to 10111100 00 3§r m D C n Po O0� �v n D �d (n-o -0 -I n* 7 nc c A E 0 n(n�! moC A wN vi mo C m = CD 0 o m- 0 7' o 0 7 -- m -� m m C 7 7 0 7 0 O m a 7 m p 7 d 7 .+ m 7 m d 3 0. 2 3 m 0) Q 01 co 7 m �. c) p a (� m co 0= m 0 --1 5 a-D N m o (n = _. 00 -o = N °? p Vaj s O O N Ol 7 7 Q a v, Q 0 O a (n < 0 m .. (D m (D m m m o= o,= m ?p) m z v �� m o° °7�ivm�'�'m o o �7° o N Q c° CO) vi O= 0) 0 a (D == 00. m N m07 m o n 5- ap N N 13 n7i 0 'I a 0 7 '< ° m 0 m-* = 7 y' ° a oo .7+ 5 2 0- o= 7 7 7 7 7 7 (D (D 7 `- 2431) < (0 m m 2- g m 7 00 0- , 3 0 �'i _ N < (7). ► m 0 m <O <O N a (�D m C'1 a N v O0. 0 O m C 7 n n 0 O O 0' .y. 7 a m (0D (D 0 O N fp m Ell p 0 7 O Q -w 7 01 -► a m m m y y E N? m O m 0== y f) N m d n .0+ v ((DD >0(0 0) • C 1 0) 14 N 7 w o m=? o M.tn m m,�=v D o 3 d m o d poi mm� mom o -..m 4 0 3 c m n� o Q;�N m c anm�i'n3i � m == -Tom -�o 3m 3 Q 01 c) m= 7 ? -i m- a 7 5 m ,CD m N O 7 N n �, D a, W= m o d m 0 C c m m (0 'D == O 7 0) d 0 = m 0 A 0 s�°1 `n c C�c m� ° p -es..c)�.� ° (CD ° < m 8 * m m° c O ..mom=o ^�-I(n°�v -0m0 .1n Q o am 0mQO<(D7m O N a m" O tD 'p m.5a). v, 0) to �, m * 060 .? 0) p 0- m M V m m m U) m m N m m 7 p v► vi 0 -+ 01 ' O n� D �� 77 .a0D 0, 3 � o o n� -,(� ao �7p ° o �� -oC<mm °o00 Qm °oaoT --' 0m ..�c_om iiiiNi �m? •� o o m mw -s m o,o N ao m m< 7 o mmm 7(o t0m m a3?a<-ON(mpmm d a0-m o00m�' 30--=00�='— > (DD d N �'� 7C a O c)m Co r. A- m(0 3 0- = "O ~' 3 c 7 m 01 0 3 - ° 7 0 -• �< u (0 .. m -i01 ,< tt3.0 E, m 7 0- c . 7 d o d (n m g m =5 w mo O m< p p .� G1 .. = c fl m ? 0) 0 m 0 O a) .. _-. m c m m _ R. (0 m D+1 " ^0-' m0. C O S m' p O -.- N -on 7 k = - 7 r.. -w (0 01 O m j N (D m O to m 0. 'C/ -0 o X %< l a m _ m OO y 0) 0 y-0<= 0 01 a'< 0 (mJ, 0) O= 7 O c C C 0 fl m Ca Q 7 .. •0_+ c m O m 0 y m - 0 < "o = N "O -' 5. m m n= m 01 d a m N n .m+ m m d 0C 7 i i < 0) �. (<D �_ •0. y► d d a p C y.�(0 O rt n m M 137 -" n Q N d O �_ .-.a7' m 0 5. , co m'< ID m *. N m m .-. m=" y O7 7 M= O to 7' m )IJOM jo 1o110o0 w O 1N3WAVd 2:10A S.S3110321 r NOI103S AO ON3 )JoM jo 1o4uo0 -13 o D c z mt; 5 3.� m i Dm g.m ° d° o.om N a' m -0coo.-0 m- 0 ... R. Q� � -�' � g_ a� o 9.ncoo o o � CO 0 0 < °° ° co n N �.� N of N N 3 0 0 :7...... co o at ? uomco 35a�0,ocu O0nl (o�o�n:D.uw nNN N n mN 0 3 2m �o S o S�,'o. C 3 7 7< "M+ fl O O O N CO O= n N C co N CO in G. N 3 O 0° m o al N ,00a �_� CD O. m c�D o � a Cr N 3 N 3 d O N 1. O S? N O N N n ? _C., co g N= w C. m - a) N 0. H -13 q N N rn C� > > ° x, ow cD cD C� Q .2 > j 0 p O .+.� n° co m Nm 3? C 3 '°". Q, ? m O a N— O CD of ill C N (D n j' "" of-13 �, .,►go —me co �, N?.► O O d O N O 5 O < O O m rt A O j -w of 7 -.. N fD O � � 'a N A N A CD �D .= A N cD No a c Qx 3v o m. 3 C �p 3 j al 3co R- v A of c' m m Q n� o °. z �D u, _'b'i an�co O p`< N C O o. ZTN N Q 6= -O-0 d - K �'A� �3 .'ice N? n C . 77 CD m p C N O n a 2 ooi-o N cn m ���? gin oc m F. o m co 0 0 -ma) ?_, 7 z.0 0 N O 9. .+ O .1 N N N N? j 3 a) co of > p3j 125 .. „O�. Flu O o (� a� Cr)" '<-' O N C = O 3 N O� ?. m sIa;uoo pus sempoed tieiodwel W i a c:o co m tl� v co 0o m c O O7O o co m 3av;c3 O y N -0 A 7 N 0 < „5 3t0 E 0 3 0 0= O -. co a(0� y (O y)- 3p) .-. usm n) 5' 11111 m 3c0) y y A d rt0) 0 n a313 am c2a)a) — _: CO)7 N C. ;� a - = p O m 0.a a N c• 0) 0) 0 =. 7 W < N S' y CD 2 D n N O w Saiv NOILOf12l1SNOO w O S3111111l NOI.0f1N1SNOO v C. Coordinate an equipment storage area and parking location with the Company. w Q 0 .0 13 °mama (m : < N N — Ol N a p c r. 7 In0 c a2 u In A (�D ? 7 :►ynm Na0NC 7• p 0) c 7•3 o. En (0 'O �N A a3Na0 n)ci)"mcm mo-.=-. a p ;y aG O -CI CD, oy 9�n)�• .0.7 mcNv) o. 0 0 "( Co 3 m En a mNam0) (n m „�. = O _ ((DD 5 7 A y A (?p cn ("D 0 — „, m?< m 9, O. m o c 7 7 3 0 Ca CO 57- O• < m N(D 7 7 i; a v) 0 2 3 0 1 O CD A ? Q'< �• 0 m 13aoa O 01 3 01 y �005• (O O C O FP N 7 0) m O o 'o 5 a0 7•0 c. Q y N moo 0) d V) 0 tnD 0 0 v o ann)) 3 m o—3 a.Qc - m 7 0) a)N A m 0 (p 7 (D ay -y,.o O Ol N 0 m N N D 0) 0 0) m 0) cn m m 0 U) 0) 0• m m m 0) a c m m y 0 0) y m C) w O ONf1OdWOO 30Idd0 311S NOI1f1O3X3 - £ 12I`dd PART 2 - PRODUCTS - Not applicable to this Section. A. This Section describes the temporary facilities and controls for the Work. NOI1dI2IOS3D 1VN3N3O - 1.121dd SlON1N00 aNb 5311flOVd ANVIIOdIN31 0091.0 NOIL03S CD -• - w o m acn ' f o A cn a 0 1 ram► _O1 m m 3 -� * .5... 3-. o 0 D CD CC/CD 3u'�3oco,cD(on`<m 33 o�c0O 0pO.rt,a)�N En < N N..0 p, O. a 5 0 0 ►► {� S �. N ri (D 5 * •-► O • z o •� a). on o 0 (0 --a = m m m 0QyN -'.00§ -mn* 3 5ONCD 3g9,3 -, m m O 01 0 'n N 0) 0 0, -0 7c (nca = p 4,0..3 7 CD 3 O ..0 N co oO N cD ca S`� 3 aD S-,m N �� ►•?(D Nca N n ?c mN X .-. (D ►► m c m•Ow* O O (SDI O 0 n cD N .� .O. N O (a 0 a-, O O A ID II 0 N_ N R-o -13 c O v o m ci o 2.am3'vno N -im O • 0 -• 3 3, m -°'••< al2�m0a13 0 0 coi coc.<33vm Temporary Facilities and Controls O a'S (D N`�2 O (D OS) N 0 ID Q 3 a) c a -" Q v —j -, 0 N -, O Q(D N O N 0 0 N N.< cr O 3 ? O f� 5K 3 0 5N (D n * c0 O .�r,S_i (D 3 N C 0 C)N i 7 N S u N G (D R 0 3 co Z a, `< O •►a -0 0go o �'m o5o s►cQ°cDom 0m p a)N .c O O (a a. O O z ' co ff -' -, o ACCESS ROADS AND CONSTRUCTION ROADS D Use a locator service to identify utilities as required. w 0 a) NOIlVOIdIlON Ainilfl /n m m N 0 0) a cD 1 O c (0 ▪ 73 Cu o- N� C o cu '< N "► dm N ID a 0 N a) m 3 37 fir 01 N � O CD n N O N N N m O p N+ < O a 0 w 0 O 7 S1O1:1LNO0 1VI03dS n Follow the Company's safety procedures for working in the vicinity of a rail line. D o O O O S < N O 3 a < cn a <: r: N N cD 0*ya-- (0- O N .Z N Q N (a m'nxio o 3n: N ?n co �a.< cD �D -, ao 3 0 (D .cD -•3� = a3- Q a: N.• O .N► d aO < :PI c0O3 N(D0)OOc.3a cDN"0 N cn N �O Oc3NNO 0 • N n a) A coo d N 0 _•; N ^► O cD cD .� N 3 ,D coil �3(QO.0io ao N 2 n)?-0) o C V, O V, O `� cocincn 13 0?7 O c a.00 (D N O cD 0) y. C) w 0 SS300V 3lIS Temporary Facilities and Controls (prno a co a• o , 3 v c� oo og., ma W N -t 13? (D-0 -MI 3 n 7 C �-0 ? o SON m �0) om�mn� �o-d_ �n� to N tO o p 3 N CT m 7 0 Q m O N O �. 7 • m < <� 7 3 7� p �O C. m O Q 7 O O (D 3 O m 0 CD .. `-� -1-5 .+ 0: 7 ((D d 7 Q 3 'G O m m N n O m =+� ? (D N m? Q a . m j N= o, 0• 7 n (D n (D (p m a ... 7 0) ? 0 to tC 01 g m N .� '� y 3" ,.. Q 0 0) 'O 0 jr) i' O 0.N N N 7 n 'a A ^. m (n ; = m 7 Cm O _E � mm� 41 m� m=40a)o• 0o� y,o� c H 2 a� aN N 7-0 Q.- (D -(o N a 3 5-0) 0 Qsm� c d o 2 m 3 o "d m • a w �cD a a: o w c 7 o o m o� N d> > m �-► 1111! IL (D.s3 = st.(o = o o ▪ � o 0 - �_ � o °:, p O. CD 52 7a _mmm �mQ (p C d =N 7 N= W K O o • o m p- (D O . 3 O p p Q O 0 7 7 0. 7 0. 7 7 7 N 3� co N m 40 7 � N a)m -. iiiN a) O 7. o 7 ON illl7 41 O7*r► 9mm 0)= 'oo 7 m 7 `G cDg- s o °2<m °(c2 mom'. y to O 0) ((DD -..c.51 7 41 27ca ▪ ' 3 I a 3 ET j 3 sto m (n 7 .< m Q. C. m tQ O 3• N 2 In performing this Contract, the Contractor: PRESERVATION AND RESTORATION OF PROPERTY m v. o? m= 3 m o m �°, 5°,� Qj o o X z--r•o a�3m(� °'c�o tGnoQmt�nN O p O a _0 .�• a N (pIf 'fl N N „al: (6D O O m 7 5 O O y cock � Q corn,. �) v 7? 7 0 a N P' m O C cu(D 7 Q of (D (D (D O C 0 0 in) p. Qi 01 .� N n 0 O (D O tin N j' o (p (�D N n 7 ,.7ON0)77 O 01 7 m X .► O ('D Q din 3 ai - m ........ 3,_. vi m 0. . m y a (D rz fl (D 7 C A p (D n_ m 7 .. C m 01 `� C p q 7 '0 0) N ? O N O j C-1 2 O R. O (Q 7' y m O -? O .7. N co N i.Zcl: d 01 O co N 3 O (D 7 N '^ 7. 01 O m 7 d �- NO 0 7 vl o O0 (0 o 0 0) 2 0 Q Q (D _ o = S- 5,?. :n o * ,o * u o Q N t3n •• (n m O 3 = O ~' 7 7 N m (74 DD'< Q?_ 7'o m 7'O 7 ..?m N N 3 m o ca n� o o 0 o n m c D sQ O O < • N 7 ,� 7 (D� ? n 0 w CCD m al ?o om0, Nn� ,-m�vQQa) m n 7 N 3 O N • m O 0 m N ,mO. ca << O (D .7. 7 (DQ 7 3" (D p o .o m� r► p (D 02 °1 �›n� 3 *.o (o v, o d a� mom n0 o �a (g 03 Qncv no 0. 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(D ( m °- (D m c 13O 3'-•..0= D�'y01�m~'�o( — a).. 3 vi -+ m p 3 01 woom0Km3da litu0o '< O ai 3 _• "- o = C o O`< w = o < y a to m 7 0 r c? m 3 CD 3 0 0 01 3 m E m 0 , ~' 3 3 06=•0-0.5 1a a 0 O n m "' O m n m C n 3 d 3 N d m o m' m 7,Fes Q M C1 C N O -1 N N `< N 01 N O -' H O 0 3 C NQ 33 $ =. M 3 (A m �D (G O 0 d= Q o Dm A-N M —a O o O 3 CO 0 UNLOADING, HAULING, AND STORING MATERIALS NOIlf109X3 - £ I IVd 0w D m d c p c ?N m3am -1 �v T� rn 01 .��m3 3ov(0omvm m J o a)35.3 g�p`<(3p� 3< o p m (On m.R_<c1 c N m mw �a,� Qa.m o 0 -n o n.o(0 m N m = rm p m* N N; 0: m N ': o, - N p' 0-< 0 0 N m O m f03D N mm ���-o to3�v m E''' �* FDnc(cgicD5c cmD?, o ovm.?3m omm() 33gE.365m = —O 3`<-,p O s (0..< D 3 -0 :N N D ;;.;m O- ��3000mcoo�� p N�co d3-omm>0* �2 0 3� � !J �mm o N m m 3•� r-*.01 N 3..+ m 01 m 01 Q n C n m 7 m O •< m �' 0 m.o a� o gm = D m'o m Q c m 2�; o.m ^,m a ?�m� vo3mmomO r mNN °'m(pmamNy 01 o 5° < m N cj N am MOOD' ap C QmC� Q C C (� a c -5 C� 3 O 0 1:3 3 .-. 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N 3 O 0 CO, • • 3 m (n - O •c�,OC� 35U'O CO.o m ems v,=�0 .-.�'o� m��D 0 5-2 al ma ▪ >• >m md us Dd � .nc ?d cm=m n �o73 o m " • "0 i,"� 3�m� o 0 0..., `< m 0 A • • 3 al H `� a N n • 0 n 0 m • fa N N O f=" df1NV31O 1VNId NOI1fO3X3 - £ 12lbd PART 2 - PRODUCTS - Not applicable to this Section. A. This section describes procedures for contract closeout. O NOIldI2IOS3a 1` N3N3S - 6121Vd if O3SO1O lOd2ilNOO OOLI.O N011O3S ;noosolo MJ;u03 > 7. n cp 0o.3"Cn5; < �o Cfomd -.o-o 0%4 fTl 5 3 crpna"nc13 Cn,a w •'►_a 0 :: O pt = Is ap r: CD - o m O lD fD = o = a o o N O co a. --1 W nip a 0. ?3?�?0"n 3> D 0. C) o c 0- >o m Oa.. �. Q O re fl -N A o 01"ZO O- O 0 r.0.N.�.. Z m a) _-o Z O < H= =- < 0 O.ID S.- . 0 n O 0) o coo 0 0 a .<o-o ;° m 3"r6,'(n< _, 3 Cr o w o. C 9 0 C Q -O Z N 3 Q o CD = -Ow <• Ol u' A .-. 0) = .o n 0) o in- O N CD ='o p) 3 O C O N. 30 co) ,°.�m Z co 0 O �,n VI2 cv_.5 o n3 O o <_.x .� o qo c ai - "R•• o c O v,v O ma -O •O = . O r: 5 O .o .= .O 3 =43 q 0 W_ a A (=D O O O' 0- 2 O' 3 3 O O O< g m moo= occa =ro„N ao 0 0. c�D S 3 �, o o �< m �.,r �� 3 =. p n� N O =i n. �D Et * "' - n = O '0 '• O. n 1 y CD C N 7 .O N C ca 0 j �' n -a3. 3.N N a) N aD-o (D ,. 2 a cl o O O o C a) o A --w y C O a) p EL =,,; C 3 411 O 3 a..tG O N O._a0 QO p z fD 3 d =m O .+=A0 0 O N ▪ �a N • �D A, 5 N ?. O f0 o ? C Ai 0. N .� 0 .G o CO O N a • O 3 a. ig 3 0 =. y =N o *d n O d a O d p N O lD 0 N A o.?o a (7 ly o�3 w R-(, o 5 a o "0o Contractor General Safety Requirements CO 0) o I tan v ODav * 0 -I omo =n.o in (n co O 0 aC13� CO m _, 0 N CT in C o N < m oc0 3 o m- _ a- m Dm sm m (D (D 0- W((n - 0 �' N 0 3 7 (n O CD CL N a o CO o o �m a) (7o (D a o O.•. a 2 (�D (D N 3 o c N _ N O D ? 7. CU 7 Q N 4) n 0 0 mn 0 Cr3 m--0 (n.n0 m 0 < -0 m a o�m p. 6. Tools or work materials must not be left in close proximity to tracks. 41* C 0 = m cn a) 0, N 0 7 * O .�+'< •► 7 7' -p to (Oii O a,0 (D 0 II' (D `< (D a 7 m z o..0 0 a ID? (n O "CI yp3 (D c ? .? fn (D ' O 0 m 0 m. 0 (0 (D a (D d --_• 0 7 N 0 < m 0 (D -, O (D'0 co 3 co (I) 7 in 0 7' O << m 7 0 (D 0 7 0) O - a c p m:� J. 5.4 o. 7 m `< 0 O Q. (D mN (0 ((DD 7 u) = ri a 3 0) 0 co O n O a D) 7 •0 .0 co 0- 0 O m a 2. Scuffling, horseplay, practical jokes and all conduct of a similar nature is prohibited. ooO : 0011) m m -nam7r m aft' 0 O o 0 (n -I (p 2 7- 3 N m 5. 3 s O 7 '< o m 0 (D a = , m 0 (D 003.0�c O(n (D=:�mv,v • F,p)77(D r.0 3m-''<00 m 0<< m 0 m 7 C' 3 3�0 x- 0 0 7'� N 0 <0 C_ a).0 7 3 7 0 0 ff O 0 0 0 m c `< n m 7 O m 7 m c m n o (m» c m 3 O 0= mm tCI mn () 3 O D) m (D (n rn j v' o' O C 0 D) d o�(oo�< �(c„ NOa*0-a00i (D a p . Q` (n N I •(<D a ? . a < 0. 7 N 3 7 c CO 7 C 0 D) '• d 'C X 0 �D C< 'O N 7 y �m�' �7 m�CD 0(-'n3n�� (, Ag. P. 0 0 0 O N 0 3 3 0 'I3 Om m 7 Ca- O a N 3 0. N D) < (D p 0 (j 4f c< ((DD C c < ? `< 3 7 0 3 O (n c . y r: (D '0 (D N O n C 3 I?) co (co o Vmi c) 0 0 '< (mn a (D o m o (p '< 0 -00 7 0 7- 303o....7 o .n.` ov v, 7 0 3 m .< o- co m cn O p0) (D u, (n 0 0 7 0 '< -I ~` O ,.. 'p ( m O 7' O c O 5 m o 0 3 a 3 R. N (D p (n p) 0 o �' p• 3. 0 7 (0 .. n* -1 p (p to o 7 `< ? 2-9, 7 o m 7 7. 1-13 Cn C) 30020 00 3 :�,.c-, `< O 3 -- 73 0 in m 3 3 m - 0 c `<m3p0 (n� a-�afl) a 0- o a to m 7 3 7' -3 (D 7 3 a (<(D v- c C 0 (CDD 3 p. Q v �'�m%cm 0 '< m 3 0 O- a 0 O 2 m 0 m ? 7 (D 0 CD c o m 03. CT 7 0) 0 a (D 0 N 0. a O' 0) (D 0 O (D (n (D C 3 n JJ 0 =! n). 0 Coi a nN 5: mcn o (0 0 T < D j• (1) (0 m a(o m �0 _ (D >w > it; 3: 0. n N (D n > > 0 nio Q =<000 N (D -, 0 (D o o 0 d 3 O 2-(Dv O N 0' D) o -. 0 0 3 O -1 CD m 0i o CC?3 G((DD D,O O 0. 7 7c ((DD •< 0- m (D O D) (�D O .mn+QN 7 7 cn N El; c*mod �mmm (O 7 `t `< * 0 7 c co () 2, 3 3 : 0 0. 0. 0 N �1 c (D --1 0m 0-3 m 0 7 0 m : m maom ID0 0 0 O • cn N O m 0 (D 0 n a o cti 0) 0 a3 jC y co o O O O. 0 3 m m (n37 O 0 CD .+ 7 4 o m m n0 O N 7 c (0 c p)30 0 a) �5o m o m ((D o O b (mp " (D N (D c O"0 00. (n O (D 0 Q O _ n O 0 03d (n (D 7 20, m 0 0 -I � .a� 7 O 0 CO 0 CONTRACTOR GENERAL SAFETY REQUIREMENTS 0081.0 NOI1.03S Contractor General Safety Requirements CC/ rno — — — — — — co 13 co _C CO (00 93 74 0)) 91 . W N O • g v 3 2< (D G 5 G O< < d c G IS 5 X < p, D *. @ 0 (p ea (D O O D 3 g ca co ai n N N �-:y • (�D En 01 N C2.=►(�A p,n j .3+N C7Q• � _wOS'0) is 0) y cD N (p c o c c cco c R. 3 (D N O (D N (D n fn 0 N O O p _ (n .< (I, U, • 0 N 03 (D �. "O 0 *. .0 N CT < O < N• . z O a) 3 O (D 0 0 O N (OD (p N R. cD _� 0ai 0tD 'j O. O 0 3 si as x o= o R'0 ,2 F sO ° 0 3 0n"" � 0 �, v* Q `om� CD �m v, cc -.,n m°� ° �.�° mom' CO o (cn0� -„ DI.-. i 0 *O CI; El 3 ▪ 3• Q▪ 0)�▪ �- n)* a)-, CD .- 0) c o-- 03 v,c 3 -v0 -sNo .cc CD n�oN CD w �. v, m R'n) O.(a — no v,(D .. o ▪ ? • -0CD m -a _ (00 3 c0 O . 0 0 O o °' 3 ? al ? n to N 0 v 3 0o d ,� 3 p1• 0 (0 & o 3 � °' m ff o -0 St ? O u)2 3 mr.o 0. 3o �o (c N N < ? O (p N 0) (a Q c CT rn � 0 0 Z (') co cr,�, c 3< S O co 3 ooi 3 co o) 0. 0 -I 0aN 3 O°1 w (D Q� 3 aa o � 0 0) < • < 3 f 0 OZ° v -00043 3c 73 • �i n O ▪ `< '< n " -� v, 0) (CD O (D i `< O (D -p O 0 a, - `< v C 7 (�D c tTi 3 (D n N ��,- O 0) • n c 3 co to .• y to O 3= O 0) -0 v, (D -w 0) 0 CL O (D OI N = O 0 0 O ,7.. LI 0) ° 0 c ‹. `< j co O -0 0) „� O fD •< 0) 0 0. (D -0 (n co , 'O 7 O C • ' n N, 0 7 t0 0 Q. 0 O 3 V, �G 3 (D p 0 5 d, N 0a) o 3 .< O 0= (D d O O O O 0) 0 'O (D N -+ 01 o a)(A -p t0 o = co O 'a 0 N 0 0) d 0 0) s. c A-- O_ Cl" 01 = 5 (D N (D i O 01 O c 7 0 (n 1 Q N (Q 3 Vl t0 ici 3. Yt 0.3a) C d o m -, 3 0• 0 (l co c 0 • 7C 0. c •c07111m r 0 C .... F. 3. '0 0 0 c (7D (D 2 0 5 (co (D aO ? , a (D O o 3 — (D N • N' "O 2. 3 0 c (D _ 0 (D 5. su O =' O S < Cl " Q 3 N (D c * O 0 Q *co ? 0 C 5 j 0 3 (D 3 ° 3 0 _ 0 0) O m o Vi 0 R-N m '< a-, -, O O O 0) Q. O < 0) O n - N (� < n i0 03 m c d c cD ED 0 0 0. 3. 0 m 7 0) 0 c N 0) 0 N 0) 0 10. In all cases, established route of travel in and about the property must be used. 8. Objects which constitute a slipping or tripping hazard must not be left in walking areas. W M a A 7 u) P.) ccg coN -- co 03Q =n 00 O D c vi 0 nv 0 -off) N.FDaCD m3 =? aa,jim co () 0 r' 7 -' N (�D C m N CD 0 (D m Q S .+ (D = G1 N Q o .-. 01 (D a S G1 p) y y c m N Sj• m aO� 0 .!,(c) < N • m 3 .•3 co t0 O`� 3 a< a Zri(D Q m m Z cn d • 0 (n = u) a? D o 3 0 (D Q - n S m 7.mua y c_ m^:cU) 5:6 0 c 3 O N C O C (-5 3 m Q m n Q O c Fi- g; Q C 3 p< .. Nm p) N ((D w ccn ((DD -1 N O co -w to S mCO (D N Q '� -O p y 0 CO CO D� (On j'� o m o ..o .. 3 .. O N S (D m� d oo o �� m �o-2S(Dm 0;�00� 0 0o ...(0 o= co m 0 * o c �- 0o mcQ� m°' cod Soo.j o Q.D(Dc) 3a o-�c (U'N(� o m r:3 0 m c ?� �c c.) 7 U)-0 0- = o. o �a 3 =S a c-000 m aco mQ-- aS(D m CL 0 0 a m� O ?-�O co m co El ia)omN* . =(Dam 3mm��r°5 m�vo� cm 7'o _o co � m3N o 3 i.02 -- -- m c S am o mm 0)) c(0 0- m 0 m ..� a 3 m2 a'3 (n 7c N n o (0) = n O (D O * 3 co 3 •- -••. �(O,C m z 5 .O.(D O ? cn �'(0 O (D .. " (D Q o ,. m cG N m •� p) '+� s N m T. Qdc 5'3 �mNO m Contractor General Safety Requirements p N co 0) 5 N o 0 Q d 0 O? N m p m (D m 0 3 5- ill ID (mi) c o m Q << 0 Q i72. 0 0 0 o m ' . 0_ G) � m 0 0. SPi m 0 co 5 o N (D o g ?=moo N 3 3 01 `C Nd am o. m � o o CD p .--Z Q oho cn74: _ mom a O .(n H N 7 7 " Q Fir N OD o m = N 3 m C)) 0 m Q o 0St 4.2 o o 0 O m m ft w 0 0 17 0 0 ID Q ((D m n) m m cn N (n m O m 27. Crossing tracks immediately in front of moving equipment is prohibited. 0 0 Q 0 S O 5 c m m`� Q 3 0) (D d o c Q 0 c m 5 m m (0 5' m N O) 0 m co" 3 cn 0 3 ((D D) 3 m m 7 0 m 0. m m13 CT 0 m < (o m ,. 5i ‘70' SO m o cn (0 0. (O 25. Do not wave arms or objects violently except in an emergency; this is a STOP signal. A W N * a) D 5 ?D nC g5 -co c..; -co 0 o FPN p (D 0 o p 0) 0 0 G), m -' G) Q N 7r 3 N N a) m 5u, i p? (�i, () p O j 5 co"O 7 -- = m m"� 6`< p Q o O (n m C C 0) _� Nn 5" N (D .D N (QD p y = O A 7 (D -p m ',G m o .S0 i i� S Q 7 0 (NJ1 N m N 3 0 C. .. mv;`<Q mm a 30 tD CD •;3(D p � �Q�(D0: cmx m� m 00 673 o a_. �(o �'� v o Qco oo -0 c) °) `° R. 3Q(cd vm ry0m �v��5 nn = m a m m �c � 0 0 a cn(n mm0 c,= ��°' om�,�0 c= o m ?* 0 o d S� 3 �. O m N O o c -�_., at S O 'D cr N.m v) 0 m m 0 -1 -m j �, m m '0 0co r �7 Q� N p 'p 7 S Q N O CD 0 m m c N.0: am m o m 00� 0m 00 *om=m m 0 R. o 7 5- In E. nm) -5 2. o cv 0 m� ns)13 3 (0 0 0 3� �. m o v) o .C-- m .D � 3 (D o Qm 3 : �. m 03 ")-o Cm m (n m p - m•< od 0) m (n m (cn=.= 3 amm 0_ co .-. 7 o r► =. C7 _ `< < Qco m Q N p o 0 o I. N vi 3 0 co Q".30' N O 0 m S Q'0- • 7 p Vi (0D .< O o Q 0 (o 30N m o- 7 =m3 Q S -mow o co 0 m ((nD ,(<'D N Q Q CD CD " CO 0) Ocn 0 m v com ogg m� co CD z 0 v El; m m 0 CO 0 0 Contractor General Safety Requirements U1 v 0 d O cn crO 0 c 3 V, y 0 0 O. O 0 a ..o o = N 7 o 0.' 'fl o .0 •0 O o 9 -13 .0 a, -a 0 cog 0 O m30 CO. u 3 ^' O 0 0 -, O C) 7 o N ? ? Oa (D N W 0 m Q . � O � m o o 0) Cl < O 0 _ •0 Oc o 0 < 0 0) o ? 7 0) 0 o NLa 0)CD 0 N CD a 0 o O N 3 N 3 0 O 0 0 0 0 (D C1 CI O O O• (D rn 5 (J1 O 3 0) 0 7 0 0 tO 3 ? c ID (D o 0 `< W mQ (D • 0 • O o m C) co m N 0) 0• 0 c cn (0 O. 0• 0) m N 0 (D O (3 O 0 o < = S (• o 3 Pp En mo n3 (D (0 (0 n (D K O 0 0 X N N 3 m� o H • � Ea O O �G 3 .0 0) 0 (0 co▪ . 0 5 O m 3 (O 5 co O 13 2. 00N.2.5mo:�, < 0cao, o o ;3 C `<0) '"' �O O C)1 (OD m (D..v,(o3 m �o<'(D o 3 y Q (D (A O (D (/, .0 • '0 o �cti •0 0▪ 0 7 O R.0 � �d(o.3ag �!3,,� o'm.3 y N 5'N o 3 mO70)O00• 3.0 0�0 co703 • ?-.3(DoQ0 001w —0M 0 a)a)o.00m)m-� o g, '-,- O1. O N m c 3 D.4 <- c (0O a O 0 O a (CD H O 5• (�D 0 o c O (D = • (n .013.1 • N (O 0) - - c (0 Q r► O 0 (D ? (D N -0 -, to N a)0m•0 = 0) 0 p) *, (D 0 07 0 A= 7 n y o •'�m.�3 am O O N _7. 0 0. (1) N 0 0 s, 3 (D 5. 1 0) 3�, Q ▪ (D (D 0) W (D o O to y CD d cn aQo CO o 3 y, (0 ID (D ▪ 3 O 0 0 "- (0 0) d• m • (D c) 0) 0) • 0) (0 • -•w (D o C - -5 (D CD • 0 7 3 O • 0 c o 0. 0 0 • (D N O 0 m0 0. O C 0) 0 (D 0 0 W OD •-M o (0 0) . 0) 3- • N (D 3 CD 0 ( . * 0) O 1 O N 0 O 0 3 5'A •o (O O 3 m '0 0 N G (D 3 cn sac O • 0 ? N 0 0) N N Z. o m (0 -13 0 O 0 • .-► ? 0 o a) CD 0 0 0 st (D W Q) go cu N O 3 0.c m FL (0 CD 0 0) 0) a (0 0) (D 0) 0 0 0. 0 0) (D O 7C (~D 0) O Q (D m W 1 5-sn (D (D c 0) — 0 � O 0 0 1 < — A_ m 0 0 c O m 3 C 0 0 CL O 0 0 O -' 3 o0 0 o n ', o 3 j O C (o O 7 5 °'0 O -' 0 0 O 0 • _ ((0 0) y a (D (D 0 rn N N (D•03 a 0) ▪ Cr(<D N c 0 3 0 (D N Ss Contractor General Safety Requirements CI) W 0 O m01 vcn 01 bg v nO �'O G O m 0 .3p 0 (OD. 0 GO co N O == o a)O 0 0 0 0 3* a 9, a► N C O 3 ar (D N 0 '4- - 3 z o (D = O cp < << � C p O .114) m c v O a, 0 0 N m Xn=o-po m gO ZO ccD �"D co 0 Q 1-0 O N m n0=0*0 o -o ,,a) = (D Om N 0 0,r0 o N N �, (D � = N = a c o '0y O O o O `.c o �- 0 0 O 0 c 0. 3 ine y 0. c .. a, 0 m 0 o30(Dg- g O 3 (D m (On 0 0 v = 0 0 3 = 0 O 4+ d N 0.c < -13 -o303 00 '<-s--=0 €DC. '< c ... m i33(D14 so,N 0((D 0 0 54. All work over water will meet State and Federal regulations. Cfl W p N 0. S 0 (D O A- _' O (D 0 300o 3<70(D (D 7 (D 0— 1 3 7 -+ a► * p = (D c,a)z (D (D O 3 O< (D Q S-• CD cn r:03c0D3awa(n a0 3 3 0 0 (cn c 0 m 5 0 p0► (D 0 3 '< O1 o C -, C fD 7 n O a 0 0 O (D (D Ed2.z N O O N 0 = f0D (D (D -11 (D O 0 O 0 O Q CL O C. D a) O 7 -,�3�(D3(1'co 0 3 c " 0 0;O( (D v► 7C�(D NOQ.<(D O au, a,Q•300pp)X =. (a d_(IL a<a -__oO (A O a II1 3 < N 0(G y3,11 a�,�Do< arc (D •03 a c� * zis � 0 n -• 0 (D N N v (D "R. O. (D °'3od-9 3c 05=0=_.713a, =(o v►..-0 O m 20=,..3-'an Q" —> 00 3 .<ma= 0-a' —00oN0o m m 0CL 52. All excavations will be backfilled as soon as possible. m 7 SC o a cDD a< 3 (Oi► O o O d o 0 O am (D3 (p = J. 0 O N (n N (D •< 0 0 Q•'D Pc) A. N a N7 O - 0 ? p, Co 0cn 0) 5 3 co be. cn (A .a= 0 vai (D O a 3 Cr C O d cn (D o- d 2 0. o iD 0 0. a 49. No excavation will be left uncovered or unprotected overnight. V 9) u,— m= o c0 3 C>> sX m o m o 5 ..N ,.. O 3X (D -, a -, < r► O.D=N!..0.n X((DN. Oa N a C N oCm0073Q.3.+.nN0(0 O0,cd N 7 d (D a N N C C O N 0� N N CO O (D (D 0. •O.. 0 �1 N D C a 3 (D 0 7 0 0 (D 0 0 0 7 (D 0 Q m N O !G ('D 03 (D p 2 j (D _ a 0. a �.�-pa,c7i �Q�o(�'Dco3 �o m =0 „�,„'.,.0 < cy► al., c = N c�D � �0 0 �`c ace n�2 -0.� m p = ig 0 (D (D 0 a j 7 0 to O -co X (D N C. Q ? O n O N N N .-► V► n O (Ap (D � 0 C• 0�. `< � N O N v►. � ((n 01 (D * p 0 (0 0. 3 0 CD m c- 7- 77r'. Q 3gQ.0X0 030.cn=00. 3 (D N 0 -. Q O 3-o * - (G < m O O C � .O. C/ � Si O cD �' O ? � cr 0 o •�00 �,--n o'< (n o aCD ,:? `< 0 al 0. N ?fl'O. -0 < N N`CD OG m0 0 ? O (D (D - '+ O a) 7co .. 0 .. X 0 (D 0 0 0 O a 0 0 .. 'C X (D 5 (D Q .. (D . n 2 ' (D Q N_ * (D p; d, < 0 (D 3 C" O O O p- 0 0 :of 3 Nja1 - O- N (o � C•. to (D a pN' =C;a:n: -" to < 13 (D 7 yN O ? ? (D O (�D (On Oa. 5 •-►�G (D (D (D C r. a A (D (DNa v(o o m o-m =m 0 0' (0 0 c Q'CD CT ‘if 2� co =m o a `< (D m =aN m c <�m (0 m o p? 3 n rt o N (C O ri For v; N 0�-Iw� 0 0 0 N N— (D(�) O j N - 0 (D o m N Mo. W J J o m * Al V VI'.... oma R•Q:c if; AD Q S. m Z� z03 m y '° y cy3)n0n co CD 3 01 CD lD O �_ < <al M 3.,y.� W d O1.S m _ ao_Z (n p 1Nc�. (o: O 3 N Q n• 0 a) CT tiCt."� y �fA� o � m O.m.3 CD m c Z 3 ==� g.'." C �o �p o p m s Q. o (gym Z �. d` 0 mm�o3. m a�"� 0 cm- :dU6.<3 N ani*c - Z 0 a>>7,1 _� . 0 in Z N o -1 N� fA = m -Zj m o_a 3 r 0 a -II m 5. m o m <;g m (i) 5ao g n o m a CD cn m QQ � � CD off' N o me o _3.a) CD u o C •:. c m 0 3 °- a A M m. 3 W cn Q) flo o cn W oP,- N co co co 01 z 3 0 O co m 13 0 m 23 0 0 0 7 �0. )= aW D3 0 own CD CO • 0 CD M O C 3=(1)0) m 2? O gn 0 0 7-€11 0 0 C0f3.?7 0- - 30-2 3ONc. CDC1 00 o'0/ a c o. 0 ooi °ol -c) 7 7 0 7 N .-►O•..N �0xiQ a 0CL 7* c 7 7 CD CON 0 0`• O1 < 7 0 a. 1 y 0 -00 O 7 CD 0 o D 0 o 0 3. 0 3.-o o 0 !� 0 'C 7p1 7 m 44C 0 37 EL t(i) N O — 0 wQ 0 ca x 0. 0 0 07 0 y ? 0) cn 7 n `< 0 - A 0 x 0 0 0 J v N 01 7 V CO a 0:. 0>.'. 0 ) ,. c 5' 2 .. 0 0 �o 7 O N 0 0 m o 0 0 0 O1 a ID 3 0. c). a N N N as 0nl 0 0 0 0. 0 0 0 SNOIL0f1ZIJSNI 7 c 0CD 3 al a)CL rn N J2 C. a.. 0 o a 0 I1.. �' > m z --I N c O z -< O m o 0 0• . XI 3 m 7 8 0 Q 0 0 7 ;. co Bud iodo j tinfui IeuosJed Z 3 (# Aunoes !epos) 0 O Officer Providing Information: ❑ ❑ O x O 9EL9-L69-009- I. S6SL-Z5£-L L8-t. Transmit attached information to Accident/Incident Reporting Center by: 0 0 ❑ Volunteer/safety sensitive (H) ❑ Volunteer/other non -safety sensitive (I) NON -EMPLOYEE PERSONAL INJURY DATA COLLECTION W -1 J 0 oo� v • 3 D oED,-a co (D (o cn co 3 cr (a co 0 CD 0 0 4) Bulpode8 fun(ui leuosJed NOIl03S AO ON3 0] vtnCO V fr 0 ID 0. 0. N N 0. cn N .o :aweN Ie;!dsoH :gl. cn (D 0. N :aweN '..ia 'E I. W 0 0 03 ;uewweal leo!PelVl Jay;O El ;uaw;earl !eo!pan paJ!nbaa ❑ iIuQ P!d;SJ!d ❑ :;uaw;earl 'ZI, 10. Description of Accident (To include location, action, result, etc.): uogejaoe-i (e) *el) a- n (0 d c' w 0 0. a 0 :qJ!8 10 WWeO '8 (*Rene 1!) JapuaO co N -o :(!w ';sill ';sei) aweN 'g :# A;unoaS lelooS 'g (uoi;eool dSN8 uou I!) n 0 3 :aln;eiedwal 'E :Jay;ee .0 '' n�Z mv0 Z'D nn0 m0z 0 -13m 0mm v cn 0 Fnm -moo Om �Dr ern mmm Fpv Oc c IV (1) Z 0 0-1 O m Dm vm -�D -r zm OTC -1 -D-I z0 ? 3 m of -00 c cn 0 c Cm m NON -EMPLOYEE PERSONAL INJURY DATA COLLECTION S p m — co CD c o a. m 3 w D fJ go CD m > "- o r N.)_ain 01 m C1 CT 3< �O D RcD . f C 7 N 7 3 a E m Q 0 m 3 7- z 70= o� 3 co m�' mO < amw ?� D 7=mN.o g mom 7n m a14.�mm arn-0 m tn�mO (n. N �. a -0 _. a < c CD 57 7 7 co a_! CD a O m 0 C mto u o 0 3 -. ? o-5? 7 N N o m p 3 2 7 N 0) "' o .. �. a 0 �1 7 c a) 7 M (D O O. O Fej-0 N ..(D .n.• CO 0 7 v o a n 7, O O ? o =-0 m is = p m m O. (D CO c a.Q m ? p C. O C to O 7 33 s o�CD a) 0 3 v o , c Z O 7 m '* O 0) I O" 1 SA7a CCD N dco m CD » � .o �3 m m o .. 7. d fn m. m S► N 7 = m-► Co c O 2 O. a. o co O it A. Submit in accordance with Section 01300. O W s1elllwens m ? A W N --' > 3 3 m vv vv=. cm NN 01N7 m it N -i 0) a) O -, cm-00MM D 0*)m rn -- �o •-•00„mD .•.•-� 0 a d� .ma)o (0 j 0 0 0 tn. 01 0. Q. p� p 0 0(3 0 0 0 m 0) cn A * Er '< 0) en m O 0 > 7 N 7. -ft v O Qmm -I= -0 0 S C H ig O N 7= D 7 N III 7-7. r.: .1 N Lk- < CD CA -1 O a) fn a (5' 0' to m 3 m coc 9.o U)m (�D 7• O. H Sr a 7 CO CO 7 0. to m. p.0 5 'o o; cn -, m m (�. m m 7' o .� m m j ui 7 fn p O. SNOI1VOIdI03dS 30N2ZI3d321 1V213N3O - .1.11Vd ONIOVJ21fS aNd ONIAVd 00LZ0 NO1103S Bupepns pue Binned O_._. W 0 m c- o D co CD Cv 93 D G7 o 2. - m -um 0 (/) v C m> Z _ m co CD 3 e 7 .m 3m�< r 0 Q. 3 ° 3 m 2 M m 3. 3 0 X 3 m3 0 CD CD — No N (i) 7 m p m 3. 0 0 o. Q. o CD 3 -. o. * m Ov, Sk o C7� (1)cn _! 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NOI103S 'SZ se!Josseooy putt 'sen19A '6u!did SiOf OOZId - Z 1 1d D 0 zo 0 ? 113 E N 7 N7 0 0 () cn O O 0 C CO 0) 0 O .cn 0) (n z O [ 10" & larger 0) O6 co J. N O A • �► O N 1" & smaller Pipe Size Inches Iron or Steel Iron or Steel Plastic Iron or Steel Copper or Plastic Iron or Steel Copper or Plastic Iron or Steel Copper Plastic Tubing m A 0) 15 co N O O cri co 6 4-1/2 continuous continuous Maximum Spacing Feet 0)(nm0�rUla) 'Coist:°. 'a0�o .0 0 c = a0x•:�3 l�3 Q (D ' C 3cn `< X''00 m (D CT 0 "O =0 -0O 0m-0m C -a'O at � -o.(o (On o. 3 a.U33 ( 0 • 3 3 P. fn y -0 O (n vm IP -0 0 3 (n -0 < 0) 0 N O —3 3 .-. o 3 O N -. 0 0 3 .O+0. o u)capa0 J 0 .. (D O (0 -1 j- O .0 3 0 0• (Q .+ C .► (n 3 N m .�'5o o mead (p 3 ien weO c'< —. '0 Q O (<D 0)• 0 0--+- (D :: 0 (p 0. it 2 0) = p a v 0 o 0 S121Oddf1S 3dld D S33NVN3121f1ddd tr0' 0 nm-un 3Ma.7 -0 0 0 5. N -O �70)0 M50.(n CA C—► 0 03 d-13 0o O _ � O m O- 3 o d O N m N 0 p dcn � o 0 3' ca •0 0 0) 3 0. 3 (0 0 4.4 5 0 cprno 0 O m A cn b N m v c� o0 oa,a_ Ea_ -! 0; C -I N rl 71 3 13 a NN 0 v3�y 1 O 0D < 0 0 to 5al-N cn O 3 cn 0)) D1,3 N c z < 0 V) m to m 3 a 0 € 13 N d —w 1 0. � cD y D m m g ( C) G) W m 0) g N Q N X CD a) p .... Z al o o m • d ccnn N 0. o N 2• w 0 Cn 21m SOIiOSS9D3V pus 'S9A 8A 'Buldld A. Pipe: Galvanized steel, ASTM A53, Schedule 40. I.) 0 1331S a3ZINVA1VJ 0 m D f0 71 71 c_ W N -' 13 co d c 3(0 coo & u�V)01D 5' y 0 y j m: 0-=_ N m a) M d O g., u m =� 3 0. 0 O Q .. N -, C ,^ :� d N- -acDo c 5g'•-0 E. 3 ay 3 m < o v'o cD a • so m = m mag2-Im3.g> °Now) O N ?'C to O (n C , •• 7 1• m CD N 1 --1 m 7 c„) m O C-0 3"C N Z7 A(G *- Q' c. L m c 0 n t) A _.a. 3 0. 3 '. O• N•• -0 pN) m o W Ate. m .4, 0.a) u) ca co -,) o aig ? N o 3. a o a) a C 0. v�►►v1D, 0•.L)�3xo o 3 m 3 0 U3 =-_ ?-a 1 m 3 cos. "'�_3 m °13 •3 0,Cf' n) �(► m -o m3 O 3 0) 3:fA 0.0 n X c0 s- s m ,. d to o' m41 m N. o c S o)ccn -•<D3' vP 3 u)_ vm.0.-► i • m 0 coCD-0o a 0 v 3' m o a) ad ? 0 m ? > c ? V) Q o c) 0. v) g co. J 13 -0 Q r. O co m 0 O co �v N o CT C 0 = Ca 01 O O --�i, p N O Q as 0 O o o `n 1 N 0 CO 3dld 3N31AH13A1Od Fittings: Forged steel, butt weld type, Schedule 40 conforming to ASTM A234. L j 0 m 0 0. d 03 n c m o cf) (n 0- 0 cp X 01 13 < — m N DJ s 0 .0o C m • m m N 0 3 0 3 m 0 co 0 d 0. m A. Pipe: Schedule 40 black steel, ASTM A53, Grade B, seamless. 0 N 3dId 13319 AO`d18 se!Josseaoy pus 'senIeA 'fluidId n Provide plastic caps with rounded comers on all exposed ends of channels. Materials: Galvanize or paint all support systems. 3 (D 'O -0 to N g A W N 0< cD < O cD C CD - C_ 3 at m to O a. a 0 A"? N m 7 0`<?-,'� (NA N *.FD �n1 �D n 0 CL (D 0 v, N < O -om�aa CD 0) ? n0•*o Q (nn0v3 < -I CDcri a7`z m m o v0i c0i ID cn O. C Er Vl N co (n C. 3 a) '•► a)=li (n 3 0_ a a= =• 3 m co d 0 o a• o 0 5 00 (n 0 0 a0' —1 0(n m (Da� 53•vim,`?Nmo al 0o55aa)i o 7 0-0 Q N C S 7' M 7• (D (D 0-78 m0 7 cD 0 n) o-O Q0) 0 03 . al c o m =" cNi x -0 d o 77 co O•Q•o 3 9O (y (D 7 3 0 0 -'� 0 3 X .< d m �ccnn M v, =� o 0 ^►i o m a)ac,- m U) 07�'v, a v,07occca a 5.07U, C(0 �d� .•►7 . < (0 7 N 3 al (D O 0 .► 7' a O n .7d► < = (D N N 7 N 0. o 0 .►� (n < Da0 .►oQQ�ci a) a)n)m7 0 7 (D m d 7 < * (n 5: ooc�Ny < �(OCD m o P'v v 3 �' y XIn720-0 0 (� O N o a) C 0 7 O v — p .. v 0 ? tD=iQa, 90 7 P •0-cD- u 0 7 IA,N.► N d N O S3I2:IOSS300d 4NV S3A1VA C. Manufacturer: PermAlert Type FS. cn D Carrier Pipe: Black steel, see Paragraph 2.02. N O 0) ONIdId 1N31NNIVINO0 ANVONO03S p w D Cement: Solvent cement, ASTM D2564, as recommended by the manufacturer. 'plane tuanlog :sluior N O 0 PVC PIPE — DRAIN, WASTE, AND VENT Piping, Valves, and Accessories cD °o o a• cae VI O g 3 m . 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N 7 01 O o= 7- < 0 �. 3 0 7 cD cD N -+ cD <, 01 N 0 O X n 0) N II1 0 cD C cD 7 A N* 0 7 N _� = 3= 0l El 7 �D O p �o N << .. a 3 — "' 3 N N n N N N 3C n a Q _A • a. 7 FD 9 (D p co ? co a) N— co Z N O (aD 0 7 cD 0 j N N• C cD a �• N p j O c�D C cD p A N O 0 0 0 .• ' 7 G1 O < O O A cD < cD 'p al '2. 3- O ,� 01 N 7 C N C cD C X p 7 p co N p,° c n12.3 �_, nm ', 0� o El N gu m cD 3 cD-p 7 0� 3.7 v —0 0. O R a mr.-'.° 3 13 D 3 p 7 N cD a► < n co)3<? 7 _O cG Q. cD A° cD Q 0) fD 3 3 cD D. cD cco cD 3 7 N Q tD N ,• m 0 'p A 0 cD 7. a -p - O — n 'p 7 cD 7 cD Q o• 3 .. N cD 7 2 511 A Z 0 3 A -5 1D 7 N< p p cD �_ A d 0 Q — cD N° N 3 cD 0 v, N 0co • = -0 — cn N a) 0 W '0 * 7 , 3 �' A ni - C) < 74, '� 01 N C p 0 3 °. 3 3 cND !I-1. 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(D 3 rt ro- X co O 'U N ft CD M XI 5 =(D K rr m N'< (DD 0 rt "F" EMERGENCY VENT, Primary Tank: bo m(D m m— m K 0 CD ti rn 10h 0 0 1 m al rr 11) .zo; quaA tN= ,LNaA AON302i3W3 :xuey quamuzequo3 (1) Grinnel 57PP4, 4" bar -lug pipe plug. MridS / x ivI'uIxnv uQu 6ZZTT7T# ;o '.Xastnd '3008 xuey am/ (T) saalaw 006/008 ud • mno to tr0 H 'U ( co D t-'' la-' (D • 1-4N xi z N•mv af-' rt 'CIrhn < • • q °O AC • W M w rh- 0 H rr0 0 0ao a I-' IJ m r to (D l-'0 0 H < io - 0- LT( i-so N o m(D 1•-' p' •oto 0 H Hi 0 HI 0 mna rr ND tao s uogieo uZ/T-T w I ao. 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O• O r+ 'w a • tv +* • t1 •• n • x r n r+ Q br 3 w n a 0 '. °1 a • a a n .-- O 'O1 0 00 3 11r+ t- nt a II 3 't It '0 r1 Y R • 0 1-- • • O - O N- a C: • O M M• n o n n. -• id n It fl C 5 • - (II C 0 3 a r• 10 R ro I1 • • a r-K • • 0 o 3 n • • +a dr '0 '1 0 • r+ n - gl I-nnE•<"µo r• r a • R I• O • • • O rnr NC n 3 ,-• n 5r • • I x II-- 'I-• • `C • I: 0 r-' a • • rt r 0• s R L ■ E ~ V Oa 0 oa 'WI uctairwso;uT anoge eta �saq aya 0 M ' ItENIY'IOSIO : stvT2aaew atgT du:oa;;I ■pToe 5uo2ae 1e1u96e SuT1TVIx0 Euos aS pTonel oa oU•o-tp::c0 • (Motaq ems) etetseaew atge;edutoauT gaits aoeaua0 rA rr t' 0• a • is x • w • H a a i Ili., OPI re 0 H tJ 1 O N p rt 1- 0 • r- -' 1 3 0 0 O n let ▪ AZIALLDVIE &TIMMS - 'ter,/qz cr'o . zopp ptse •Zuv211a6 ' t uo72aat5 wits tsaaim uT Aatt:RnT0s n ti r • rt • :aIToTton suaosad '0I Wega 2111eaz0 011 x -- • nI O u c • n n r- o r O • 3 • n )0 r+ • at n n • • •- 0 • • re • K s,(aTnvsp oT;Zoad6 r 0 • 0 O • sdarauaC soden :autod SuTtTOM :eaneamzd soden SECTION 9 - PHYQICAL AND CHEMICAL PROPERTIES. : aaznmeaw zo auawdtnbs aATaaaaoad sat;n0 'wax, )(soot et;l ect euoTael■ gaVM ad3 • 4012uoo x ►i 1< a w rs n o a c• .- a • rt a '11 1 IT a a 'tr a H- rt e- a II 1 N r- 3.-. 3.- n 11 a 0 o t+ < 1'• n x n a rr a < • 't1 0 a I'- • n o h - n n a -- J 0 ►• o n n 0 A • 7 • re -- 0 0 n 0 I v • R I-'• Y- • V - :I I 3 • In I' V 3 et -- • n o • '"! 10 ■ N 1-' n e a 0 o ., a a 0 '-- ' - W • o • W k A l9 r M • • r n 'I •• a 0. • el ° O • a a a a" < 0 rt .t 0 61 • M 1► !9 a ►* 'I x a 0II • n 0 1 3 x 0 r- 01 3 • 3 a all q Pe• n n 0 03 0 O~. 0 a to n :a 0 h 19 a 10 '1 0 < h as c 0 < R •a o • J 0 11 n • ri a ■ rt n • N- i 0 • n 3 t1 10 • at '< w ►'- 148 an• µ v el a s • • n a 0 H r1 ipi • o i ~ • Ns or *r o• e ~H '1 0 • r, w '0 0 • - 1: • n 'j• II 0 ID It I n a• n < a o n • • Cl. n 2 - 1.- it rt 0 I•- N 0 0 a 3 • NC NOIZOMS Dut2an00 Apoq ige a a ° 0 H J 'l1 a• 0 anToeaoxa r, 5 a C A a t■t a n • W • W :S1y11.iN1 S,213M3IA32J 0 D 0 0 suolalpuoJ tpm panoaddy Not Approved (attach comments) :NOI1vNIW213130 NOI1D321bOJ 0 c 0 D m :SlylljNl S,213M]IA321 D 0 (D 0 D -10 173 0 (D 0 z 0 0 APPROVALS OR CORRECTIONS: (ten days) d.LVQ 3fla mmi :Slb'IJ JNn S,213M3IA321 a;noli aseald n n 0 3 3 3 ID n 0 3 -0 algeollddy;MN n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) :a.LVa 3fla inonl N s)laoM ollgnd n 1 c n c n Jo;eulpaooJ Hued uolslnla Sulplln8 uolluanaad aa13 uolsinia Suluueld :S1N3W111Vd30 dllS DNllflOb/M31A3b NVld :SIVIJINI S,213M3IA321 0 —1 > 0 co 0 > 0 m 0 n 0 7 0 0 tp El Not Approved (attach comments) :NOIlVNIW213130 NOI133b21OJ c m 0 > m :S]VI1IN1 S,213M3IA32I 0 m > 0 (D Q Not Approved (attach comments) APPROVALS OR CORRECTIONS: (ten days) aLVa 3na N N CZ :SIVIlINI S,213M31A32I 0 —1 atnoJ aseald n Structural Review Required paalnbaI Malna2l JoLpin; ON :DNIlr1021 S21r1H1/S3r11 n n 0 0 3 3 3 (D (D N CD n 0 3 0 (D algeallddV ION DETERMINATION OF COMPLETENESS: (Tues., Thurs.) :aLVu 3na s)laoM ollgnd n uoislnla Sulplln8 uoguanaad aa13 nAO Jo;eulpaooD *wad uo!slnia Suluueld n :SIN]W121Vd30 mo z 7z m C WI 0 C z n V , r o A A 0 c 0 0 :SIVIIINI S,113M3IA321 0 m 4 73 0 cD CL suoglpuo' q;IM panoaddV Not Approved (attach comments) :NOIIVNIW213130 NOI1D321HOD 0 c m 0 D m :SIVIlINI S,213M31A32I 0 m D 0 to CL suoltlpuoD qa!M panoiddV Not Approved (attach comments) APPROVALS OR CORRECTIONS: (ten days) 81.Va 3na — N :S1VI.LINI S,213M3IA32I 0 m • aanoi aseald Structural Review Required No further Review Required :9NI1f1O21 SHf1H1/S3f11 n n 0 0 3 3 3 -0 CD cD n 0 -a CD algeD!iddV ;oN DETERMINATION OF COMPLETENESS: (Tues., Thurs.) :a.LVQ 3na slioM ollgnd D 2 uo!slnla Su1p11n8 uoguanaad aa13 nn Joteu!paooD l!wiad uo!sinia Suluueld n� :S1N314411IVd343 z rn rn 0 c ci) imo 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 41313670 • Fax. (206) 41313665 ooP'6 i 40.66puunuagmomovb v A k C. 0 c 0 :S1V111NI S,213M3In321 0 m Not Approved (attach comments) :NOI1yNIW113130 NOI13311110) 0 C rn 0 :S1VLLINI S,213M3IA321 0 D 0 0 r0 0 suompuoJ y;Inn panoaddy APPROVALS OR CORRECTIONS: (ten days) 3.Lda 3na a t0 ....../4 :S1VI.LINl S,213M3IA321 a;noN aseald paalnbal malnaN leinpni :DNIlf1021 Sbf1H1/S3f11 n 0 0 3 3 3 CD CD P. Fri 0 3 algeollddv ION DETERMINATION OF COMPLETENESS: (Tues., Thurs.) :3.Lda 3na s)laoM allgnd uo!sinla Sulplln8 Itn c uoquanaad au nn aoleulpaooJ l!unad uolsinia Suluueld :SjN3W121Vd30 z lnobiM31n3a z n :Sl`'IllNB S,213M31A321 D 0 fD 0 n D 0 0 n 0 0 0 Z 0 D 0 0 --t < 0 0 3 3 :NOI1yNIW213130 NO113311103 0 c m 0 m :SI\IlINI S,213M31A321 0 m 0- 0 0 0 Z 0 0 cD 0 n 0 3 3 APPROVALS OR CORRECTIONS: (ten days) a.Lda 3na :SIVIlINI S,213M31A321 0 m ainoj aseaid paalnbaN nna!Aai Ieanlanns paalnbaJ nnalAaj aautin; oN :9NIlf1021 S2If1H1/S3r11 0 3 l3D U3 0 3 fD l(D n n aigealiddy;ON DETERMINATION OF COMPLETENESS: (Tues., Thurs.) :3.Lva 3na s)laoM alignd N C c aoaeulpJooD wwaad uoisiAla Sulpiln8 UODU9A Jd all j UO!S!Aia Suluueid n :S1N3W121Vd30 dllS DNllflOb/M31A3b NVld L6/6Z/I JOC12101213dJN `I NOd N • IJ.1/0I1ddt/ 10 )fOVl3 N IS 3 V31. 0 (s/roud :/q uexet C ddd m x •0 -0• m x 0 '< 0 0) 0 C m 0 CD .a 6 0 0 O w i — af w cr_0� 0 mCD 0 al CD 0c m 0. " Cr 0 • 0 _' > 3 3 0� T0 CDwos' o st w a N _ o w o 2.3 0 o cD co"‹? aw O x gym= 0 o. 0 =m �3 O 3^ o 0 O 0 • (n • o0O_ CD aCO C 133 -o O 3 n N w O o 0 co so(n v C) o 3: Q, 0 0 w an o M 0 x w a 0. O 7 w 5 (° c co CA Z o w m 0 (D 0. w 0. co w c 0 0 0 O H c 0 0 cT 0 ▪ = O LU • o ow c co Q' y (D <. w N. E O 0 = 0 0 0 0 3 o 0 w m = 0 • C O cn S 0 O O C aCL CT .„,w 3.3 C -c-3 0. cr at CD m 00 0 0 C a0, N c 0 CT 0 ULIGIUOUCILICI snoeuefeosm m m 0 — - i 3 fn 0 0 o. c m # luauewaed/ ANON Jal * n*i 0 0 CD 3 0 cn co c y 0 Cn 3 0 m 0. -1 3 00 0 a; w o m 00 c c .c g a 0 0' 0 -n n C. Cr. O 0. (n (T) N 0 Street Address: City State/Zip: 530 South 336th Street Federal Way. WA 98003 Contact Person: Michael DuCharme Street Address: City State/Zip: 530 South 336th Street Federal Way, WA 98003 Engineer: Kennedy/Jenks Consultants Street Address: City State/Zip: Architect: NA Street Address: City State/Zip: Contractor: Not selected yet Street Address: City State/Zip: 12400 51 st Place South Seattle WA 9R17R 1 Property Owner: BNSF - Sam Phanekham Site Address: City State/Zip: 12400 51 st Place South Seattle, WA 98178 Project Name/Tenant: BNSF Wash 6 Maintenance Pad Fax #: (253) 952-3435 Phone: (253) 874-0555 Fax #: (253) 952-3435 Phone: (253) 874-0555 Fax #: Phone: a) Phone: Fax #: (817) 352-7490 Phone: (817) 352-1173 Tax Parcel Number: 017900-1970 Value of Construction: $169,500 m n- 43 a O. z 3 O ▪ fp co 3 13 ep g ri 40 _' O Q• O fp SOa rel CO fZ • Eik itr CI c. fp Jawwo3 Ma i 0 nn1 3 oi4e3II S . v pwied L6/GZ/1 DOa'.L!WMJN ..p 0 3 J 0 O atuuegona 0 m N U7 CO 1 Ln Cn D 0 CO w co su 0 O O 22 ® ® a ®®®❑❑®®❑❑®❑❑❑❑ ❑ ❑ ❑ ❑❑❑ta®❑❑®®❑®I®® CD op mO O •D �O O O_ a 3 .+ O 0 74 3� a o 0) O 0 (D - 3 _,.< 0 a) a 0 'oG S 0 0 m r. m0 x 3 Iy CD a N 3 n y 'p (D ._. 3 -s• O O 0) -o n co c in CD = as n o u 3 a 3 233 0 aCs a� N ; °' 3 y y 3 .0. n y n N (D = 4Z CO CO O a = cD 2= F. O D. c s 3 0 g om 3 0 0 -0 a '< -n 0. (n�N N 0 not c = 0) 0 0 3� '9 = a 23 3 0 0 CD 3 = 125 o�c 0 (n 0v = < ca O 3. . N .-. 0 3 0) O -, _ 3 O 3 3 U) D O' (n 19 O ro ,a a K Er a aa) v O C O (D •- 3 3 .► 0 CO .0 N 0 cn _ 3 '33*o0 E. .c N 0 rya n -" .t 3 a 003 oc* 0. a e r =O a'� m — 0"0 c o a 3 0 3 w o -� .< ?^ c0 0 5 m n 0 -*, D n) .0 °' 0 a s 3- cn 3 ? oVoi -0a •a = (a 0— ill N 07 .< (D •< O Cn �- a)i a3 C N p m = n �•a a ? cn M a (a (o. 0 0 0 con• 0ET a n 0 (3D ... 0 n' 3 co> 3 ", n;ao O3a <' 7013 0 0 c 3 .< 0 < O 3 0 r 2 S 3: a .9 0 •`= n 0 (D (D - 0 c 0 �0 rn m = o 0y 00 0 ID 3 �° o - a 0. = .� (D 0 S 2 0 3 3 o V 0° 3 CD 0 cD 0 ..(o �,ii ° 0 "0 c 0 0 C 0 sisl(IeuV 1451a14 Sprinkler structural calculations indicating Toad of water -filled sprinkler piping suoltelnole3 leantona3S D o A a :w A •Oi c O 0) .-. Q 5 c 3 co N 0 a o n 3 3 v Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) s6ulmeJQ IeolustfaayW W c 0. co 3 0 3 a a 0 CD 3 N 0 3 N 0 N Cr c 0. 5 (0 0 0 0 a cow 0) 3 a 3 O n) n 3' 0 0) 0 (D 3 3 N Vicinity Map showing location of site ❑2 ® ® a (D V ®NO. ❑ ❑ ❑® 4.1 N A" WNj 0 (O OD Vsn CTIAc -' cn .°.,, �� 0 (i oA 0 cn—C7rrcn r3 Q-yOD alTrrco r-o1)mZ 0 3 01. zi �,-.`< cD n6. IZ O . U) _= N 5 a) _5. S • 3 a f Z 2 .ma .0i ; = 13 CO ^ a1 .�-. O 17 0 '< O `< n) p O <0 O (a (Q n1 W 3 a 0 o 6 3 a o a o D� O. o o O"FP N �. < -0. O CD fn =' p O (D (� n) O O r CD (D p?• O O Qco Q iU (D Q- TA * E Lo (D 3 1 (D OC O 5' oC. 0 0 0 0 0 y N< (n N 0 = 3 CO a (Q o. (D a cn 0 c �' 0 0' cQ m m* 0 3 o c0i `) co o ff to N CD (D 0. ? (yD C) O = �. y (D 7 (D O N a (D 0) CD CD (D (D (n (D O 3 in N = p fl = X 0 D. v N d .n. cn (ND < O G. CO p c0 0 j. Z.. 0 * 9 `{ cn a O N= 0 9 p X 3 3 N Q (Q 7 (D N C „0. N ^ co '.a.► CD �, m o X �' c i c ccnn °o% D) a Q. n o ar : < fn O m (Q to m _a O N (D (D (D 3 .: C O = O 0 (0 O = 'n X• K 3 CD ov o m o'0 0 0 (n _ C. S o. n 3 o a cn CD co (0 n 0 7C <. co O w 0 �• (D = N J CD y O a .0«. :-' Ot N. cn o = ((°n o o n) Cr) .c o n 3 (a o p 3 = ei (D 0 �• N (D p (D O 6 N C) N 0 d 0 O ' "0 (= � 3 0 � `� � C co co 0 7 3 ,• 0) � _ w 0 m o �, (� m m_ 2 ^� 3• 0 m 3 m 7o m w ni o 0o no) m coi 1 3 3' •0 < o 5n o 0n' 0 0 0 _, N o Q c 3 m a n • a) w o v d In N al 1.<-5 .0 Cl0 o 3•.A+= �� < N m N . 0 cr () so c 5a 2cD 2Q n) (n N = ,. 0 O 2 aco ,• < (D .0. 0. to 0 0) (D A) O ..► (A Q Q 50 0_ 13 m 0 m cn • w = a o 0 n CD 0 =' �• o 0 c (0 5. 0. 3 m o 0 = cD o cn x Q 0 O 0 Q 0 0 N 0- -u 3 (0i> j rn 0 (D 3 3 0 cC 0) 0 Q -•s b (71 :3 5 O w 0 .-. G A O O (0D 0 (v o. co o S' N 0 (3D _• P cco N (n �) co C to a, 0 ( (n 3 o m (n Q c = 0 3 3 (0' O ? 7 j C 0 Sto (ND C W 3 <. u(n 0. 3; _ •< 3 3 w — 0 = a S (aD a -p 0 Oj N * = * (D O y 'D 0 •_+ X Off =(7 co ~ cncn _ p O m coo (Dca N m —q - a c ..w A - v 3 Q 0 3 (0n W _ 'c (0 0. vD � z aBLLIwens V V b BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED NMVUO Al1V3N aNV 31VOS 3181D31 V IV 3811VHS SONIMVaa 11V Zr 0r z 0 N 0 m rn rn W rn 0 z 0 z m r 0 rn z N m v 0 m r; C r m Z 0 rn m 0 0 for 41-'1 NOI1 d017 . • V 1 1:13d A 71W Vd Headquarters Station: 444Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 fC WSU•-:, CDOO m WO t b • n • rr O0.N Otorr to o� G a � � • 0 trO •• , O F-'- F'- 0 a F✓ (D co (D K �m—0 11 x � ' o (D a 1J Fl• • N- O h fa. tjrti".1 wct O 0' Fi0~- N- Fi tzi AD SD AD 1-.- CO to O N Fi I-' a • N- I--' 11 F'-t.Q fn (D (D 1-' 0 0 I✓ En F-I 0 Au 0 (D F-,- P- 1-1- rttQ cn a) 10 11 Fi F,• in ct 0 (D (D. 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CASNE ENGINEERING, INC. LIST OF DRAWINGS DWG NO. TITLE GENERAL G-1 TITLE SHEET AND LIST OF DRAWINGS G-2 STANDARD SYMBOLS AND ABBREVIATIONS CIVIL C-1 NOT USED C-2 ;N01 USED C-3 SITE PLAN TUKWILA C-4 NOT USED MECHANICAL M-i SYSTEM SCHEMATICS M-2 MAINTENANCE PAD PLAN M-3 MAINTENANCE. PAD SECTIONS .AND DETAILS M-4 GIL/WATER SEPARATOR PLAN AND SECTION TUKWILA M-5 BILL OF MATERIALS STRUCTURAL S-1 GENERAL STRUCTURAL NOTES S-2 MAINTENANCE PAD BUILDING FOUNDATION/FLOOR PLAN S-2A NOT USED 5-3 MAINTENANCE PAD BUILDING ELEVATIONS 5-3A MAINTENANCE FAD BUILDING ELEVATIONS S-4 MAINTENANCE PAD BUILDING FOUNDATION DETAILS S-5 NOT USED 5-6 NOT USED S-7 NOT USED ELECTRICAL E-D ELECTRICAL ABBREVIATIONS AND SYMBOLS LIST E-1 NOT USED E-2 NOT USED E-3 NOT USED E-4 ELECTRICAL PLAN TUKWILA E-5 NOT USED Ciiiiceiled PROJECT CONTACT: Michael DuCharme Jeff Foray- Kennedy/Jenks Consultants 530 South .336th Street Federal Way, WA. 98003 253.874.0555 CONSTRUCTION NOTES: 1. MAINTENANCE FACILITY OCCUPANCY H-4 CONSTRUCTION TYPE III 2. CUT/FILL TOTALS: TUKWILA .CUT (CY) FILL (CY) 505 240 EROSION CONTROL PLAN: 1. REMOVE EXCAVATED MATERIALS AS SOON AS POSSIBLE. ALWAYS KEEP STOCKPILED SOIL COVERED WHEN PLACING OR LOADING. DON'T LET STORMWATER CONTACT THE SOIL, AND KEEP SEDIMENT FROM RUNNING INTO THE STREET, DOWN THE HILLSIDE, INTO STORM DRAINS, 0R ONTO ADJACENT AREAS. Dqq-01119 NOS 2 5 1999 A 10-01-99 ADDED NOTES DATE DESCRIPTION OE REVISIONS SCALE BAR. 0 T" 0 25.4mm IF THIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY ENGR: JMF/ DR : RJS CHKO: RCG SE APPROVAL DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES TITLE SHEET AND LIST OF DRAWINGS 100% DESIGN REVIEW AVG. 23, 1999 996048.00\P9G001T DRAWING NUMBER G-1 of 11-17-99 LMM H 10-05-99 ABBREVIATIONS & AND O AT X BY CENTERLINE CHANNEL O DIAMETER NUMBER +R PROPERTY LINE • SQUARE L,I. STRUCTUUAL ANGLE AB ABT AC AOJ AHU ANCH AL 000P,0X AP'WA ARCH. ARV ASTM ATS AVR AWWA BC B.F. BFP BEV BLDC BM BD HOS BOT BV B&S CB CC CCP CCWR COWS CHK'D CHKR CIP CJ CL 01,2 CLR CND CMP CO COL. CONC COHSE CONE CPLG CPP CP0C CSTC CU CW DI DIA. DIP ON DR ADDED NOTES 00000R BOLT ABOUT ASPHALTIC CONCRETE ADJACENT. AIR HANDLING UNIT ANCHOR ALUMINUM APPROXIMATE AMERICAN PUBLIC WORKS ASSOCIATION ARCHITECTURAL AIR RELIEF VALVE AMERICAN SOCIETY FOR TESTING AND MATERIALS AUTOMATIC TRANSFER SWITCH AIR/VACLIIJM RELIEF VALVE AMERICAN WATER WORKS ASSOCIATION BEGINNING OF CURVE BLIND FLANGE BACKFLOW PREVENTER BUTTERFLY VALVE BUILDING BEAM, BENCHMARK N10WOFF BOTTOM OF STEEL BOTTOM BALL VALVE BALL AND SOCKET CATCH BASIN CENTER TO CENTER CONCRETE CYIJNDER PIPE CLOSED -LOOP CODLING WATER RETURN CLOSED -LOOP C000NG WATER SUPPLY CI -RAKED CHECKERED CAST IN PLACE CONSTRUCTION JOINT PIPE CLASS, CENTERLINE CHLORINE CLEAR, CLEARANCE CEMENT MORTAR UNIT CORRUGATED METAL PIPE COMPANY COLUMN CONCRETE CONSTRUCTION CONTINUOUS COUPLING CORRUGATED PLASTIC PIPE CHLORINATED POLYVINYL CHLORIDE CRUSHED SURFA,CIiNG TOP COURSE COPPER CITY WATER DUCTILE IRON DIAMETER DUCTILE IRON PIPE DOWN DRAIN 00 EC E' e.c. EL. ELEV ELECT ENCL EP, E0P E0. EQUIP EW EW/EF E.W.S. TO, EXIST EXP EXT FAH ES FO IT FCA FH FIN F'L. FLEX FLG, FL FOB FOT FM FRP 0 0 FTC GS GA GAL GPM GR GV HB HGL HORIZ HP HPC HPS HR HT HDPE HW ID TIE IN INV IPS JT LB LF LP LPC LPS LT.WT. LW ELECTRIC, FAST EACH END OF CURVE EACH FACE FOR EXAMPLE ELEVATION ELECTRICAL ENCLOSURE EDGE OF PAVEMENT EQUAL EQUIPMENT EACH WAY EACH WAY EACH FACE EYEWASH/SHOWER EXISTING EXPANSION EXTERIOR, EXTENSION FABRICATE FLAT BAR FLOOR DRAIN FINISHED FLOOR FLANGE COUPLING ADAPTER FLAT HEAD OR FIRE HYDRANT FINISH FLOW LINE FLEXIBLE FIANCE FLAT ON BOTTOM FIAT ON TOP FORCE MAIN FIBERGLASS REINFORCED PLASTIC FIBERGLASS STRUCTURAL SHAPE FEET FOOTING GAS GALVANIZED STEEL GAUGE GALLON GALLONS PER MINUTE GRADE, GROUND GATE VALVE HOSE BIB HYDRAULIC GRADE LINE HORIZONTAL HIGH POINT, HORSE POWER HIGH PRESSURE CONDENSATE HIGH PRESSURE STEAM HOUR HEIGHT HIGH DENSITY POLYETHYLENE HOT WATER INSIDE DIAMETER INVERT ELEVATION INCH INVERT IRON PIPE SIZE JOINT ANGLE POUND LINEAL FEET LOW POINT LOW PRESSURE CONDENSATE LOW PRESSURE STEAM LIGHT WEIGHT LOW WATER LEFT N0. DATE DESCRIPTION OF REVISIONS SCALE BAR: 0 1" 0 25 4mm IF THIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY MACH MAIL MAX MB MD MECH MIR MH MIN MISC MJ MON. MX (N) NC NE NOVO NG N.I.C. N0. NO NOM NRS NST NTS N/A OC OD OF OPER OPNG CS&Y PE PERIM PIP PL P.O.C. PP PRESS PRV PS PSI PSF PSS PT PVC PVMT PW RCP RD RECIRC RED REF REG ROOF REO'D RJ RPM R/W MACHINE MATERIAL MAXIMUM MACHINE BOLT MEASURE DOWN MECHANICAL METER MANUFACTURER MANHOLE MINIMUM MISCELLANEOUS MECHANICAL JOINT MONUMENT MIXER NORTH NEW NORMALLY CLOSED NORTHEAST NATIONAL GEODETIC VERTICAL DATUM NATURAL GAS NOT IN CONTRACT NUMBER NORMALLY OPEN NOMINAL N0N-RISING STEM NATIONAL STANDARD THREAD NOT TO SCALE NOT APPLICABLE ON CENTER OUTSIDE DIAMETER OUTSIDE FACE/ OVERFLOW OPERATOR OPENING OUTSIDE SCREW & YOKE PLAIN END, POLYETHYLENE PERIMETER PLASTIC IRRIGATION PIPE PLATE POINT OF CONNECTION POWER POLE PRESSURE PRESSURE REDUCING VALVE PUMP STATION POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT PRESSURIZED SANITARY SEWER POINT POLYVINYL CHLORIDE PAVEMENT PLANT WATER, POTABLE WATER RADIUS REINFORCED CONCRETE PIPE ROAD RECIRCULATION REDUCER REFERENCE REGULATOR REINFORCING, REINFORCED REQUIRED RESTRAINED JOINT REVOLUTIONS PER MINUTE RIGHT OF WAY SE SW SAN SCH SDR SEC SEW SHT SMH SIM SP SPEC SQ SEWER, SOUTH, SLOPE SOUTHEAST SOUTHWEST SANITARY SEWER SCHEDULE STANDARD DIMENS,.V RATIO SECOND SEWER SHEET SANITARY SEWER MANHOLE SIMILAR SPACE SPECIFICATIONS SQUARE SS STAINLESS STEEL STA STATION STL STEEL STORM, SD STORM DRAIN STD STANDARD STRUCT STRUCTURAL TBM TCE TEL T&8 TGE TOS TYP LINO THERMOSTAT TEMPORARY BENCH MARK TRICHLOROETHYLENE TELEPHONE TOP AND BOTTOM TOP OF GRATING ELEVATION TOP OF STEEL TYPICAL UNLESS NOTED OTHERWISE VTR, V.T.R. VENT TO ROOF VERT VERTICAL W W/ W/0 W.M. WSDOT WS WSS WTP WASP YD WEST WITH WITHOUT WATER METER WASHINGTON STATE DEPARTMENT OF TRANSPORTATION WATER SURFACE WASHINGTON STATE STANDARD WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION WATER TREATMENT PLANT WASTEWATER TREATMENT PLANT YARD ENGR: JMF/MAD NOTES 1. SHORE TRENCHES THAT COULD UNDERMINE TRACK INTEGRITY. PROVIDE SHORING CALCULATIONS STAMPED BY AN ENGINEER. 2. BARRICADE AND/OR COVER TRENCHES. MINIMIZE OPEN TRENCHES AND EXCAVATIONS. 3. USE A ANSI FIAGGER WHENEVER WORKING V1ITHIN 25' OF A RAIL UNE. BNSF TO PAY RAGGER COST_ 4. PROVIDE AND PAY FOR SURVEI'ING. 5. COORDINATE WITH BNSF TO LOCATE UNDERGROUND TELECOMMUNICATION LINES. PROVIDE A PRIVATE LOCATOR TO IDENTIFY OTHER UNDERGROUND SERVICES. 6. DEWATER EXCAVATIONS AS REQUIRED. DISPOSE OF WATER IN A PERMITTED FACILITY. 7. PROTECTIVE .X)ATING S ILMS SYSTEM 1 - EPDXY W/URETHANE TOP COAT ALL EQUIPMENT, PIPING AND NON -GALVANIZED METAL SHALL BE PAINTED. D0 NOT PAINT CONCRETE FLOORS. CONCRETE WORK, ALUMINUM, 0R GALVANIZED ITEMS AND THE UKE. STEEL SURFACES EXPOSED TO THE WEATHER SHALL HAVE ALL RUST AND MILL SCALE REMOVED BY BLASTING TO WHITE METAL PER SSPC-SP5. PAINTS SHALL BE APPLIED IN ACCORDANCE WITH THE RESPECTIVE MANUFACTURERS' DIRECTIONS. COLOR WAIL BE SELECTED BY OWNER DURING CONSTRUCTION. SPRAY PAINTING WILL NOT BE ALLOWED. OPTION A: PRIMER: VALSPAR HIBUILD EPDXY WHRE V-89 4-7 MILS INT. INTER/EWE COAT: VALSPAR H16U11.0 EPDXY WHITE. V-89 4-7 MILS DFT. FINISH COAT:' VALSPAR HI -GLOSS POLYURETHANE V-40 3-5 MILS OFT.. OR OPTION 6: PRIMER: TNEMEC SERIES 66 OR 69 HI -GUILD EPDXOL'1>0 EPDXY-POLYAMIDE 3-4 MILS OFT. OPTION 05 INTERMEDIATE COAT: TNEMEC SERIES 66 0R 69 HI -BUILD EPDXOLNE EPDXY-POLYAMIDE 3-4 MILS OFT. FINISH COAT: TNEMEC SERIES 73 ENDURA-SHIELD III POLYURETHANE 3-5 MILS OFT. 0R PRIMER: HEAVY DUTY EPDXY B67 SERIES E MILS DFT. INTERMEDIATE COAT' HEAVY DUTY EPDXY 687 SERIES 6 MILS DFI. FINISH COAT: COROTHANE 11 B65W200 SERIES 5 MILS DFr. SYMBOLS DESCRIPTION FLANGED, WELD NECK FLANGED, SLIP ON SCREWED OR SOCKET WELD BELL & SPIGOT GAT GLOBE PLUG SWING CHECK SPECIAL VALVE (INCLUDES SOLENOID) CAPILLARY CONTROL VALVE SINGLE LINE DOUBLE LINE It BUTTERFLY (LUG) - 1,01 - $ if 9 BUTTERFLY (WAFER) — '. F— C BALL VALVE 101 ELBOW-STRAi0FIT 1 I r 171- r ELBOW-REDUCING CROSS REDUCER TEE UNION FLEXIBLE RUBBER CONNECTOR FLEXIBLE HOSE CONNECTOR FLANGED COUPLING ADAPTER ci1/4)nCe. I ler/ 0999-019 DRWN: LMM CHKD: RCG BNSF APPROVAL BY: DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES 6 9 1 STANDARD SYMBOLS AND ABBREVIATIONS fa0a.QAC� 10020 DESIGN REVIEW AUC.23, 1999 DRAWING NUMBER G-2 OF 996048.00\090002 10-01-99 NOTE. DETAIL DEPICTS TRENCHING IN BOTH PAVED AND UNPAVED AREAS DEPTH OF VERTICAL WALL OF TRENCH ABOVE TOP OF PIPE SITE PLAN SCALE: 1"=100' UNPAVED PAVED MIN WIDTH (PIPE OD + 12") EXTEND NEW ASPHALT 6" BEYOND TRENCH -r PIPE ZONE BACKFILL SHALL BE A GRANULAR MATERIAL 3/4" MINUS (WITH LESS THAN 3% PASSING No. 2 SIEVE) COMPACTED TO 95% MOD TYPICAL BURIED PIPE DETAIL SCALE: NONE ASPHALT PAVING ASPHALT PAVING t I.F 25. RIT CHAMB -1 3 ENLARGED SITE PLAN c, 63 C--' SCALE (1)(19d0q1c1 LAP c-e I 1ed SEE M-4 FOR' DETAILED "CAN OF THIS -AREA EXISTING STAIRS CORING RESULTS Lfk' CS-1 ® 10 DEEP ON PATCH) CS-2 4 1/2" DEEP CS-3 3 1/2" DEEP ` CS-4 )\ (� 3" DEEP CS-5 `--�� 3" DEEP 0 50 100 200 300 11 SCALE. Y'=1 DO'-0' 0 15 30 60 90 SCALE: 1"=30'-0" REPLACE CATCH BASIN WITH CITY OF TUKWILA STORM WATER OIL/WATER SEPARATOR -- 0EESPE-CIFIGA'T10N5. - - CONSTRUCTION NOTES: REMOVE AND REPLACE FENCE BETWEEN POWER POLES. REMOVE ALL WEEDS, GRASSES, BLACKBERRIES, ETC. REPAIR ANY LANDSCAPING DAMAGED DURING CONSTRUCTION. 2 TIE-IN PW AND NG LINES INSIDE GARAGE NEAR EAST WALL OF OFFICE. COORDINATE EXACT TIE-IN POINT IN FIELD WITH ENGINEER. PENETRATE EXTERIOR WALL WITH PIPE AND RUN VERTICALLY TO GROUND. HEAT TRACE AND INSULATE EXPOSED WATER PIPING. Ij ROUTE DOWN SPOUT TO (E) CMP STORM 0 PLACE GRAVEL BA (1 1J2" MINUS COMPACT TO 95% BASED ON ASTM 1557. USE 8' GALVANIZED CMP AND COUPLE TO (E) 0" CMP.. 12> SEE STRUCTURAL DETAILS FOR CONCRETE APRON. 7. SEE THE SPECIFICATIONS FOR PIPE BEDDING MATERIALS. GRIT CHAMBER AND PUMP ATION SIMILAR 00O I ^ i A 10-01-99 Rtl1SED NOTES DATE IPTION OF REVISIONS SCALE BAR: 0 1" 0 25.4mm IF THIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY ENGR: JMF/MAD DRWN: RJS CHKD: BNSF APPROVAL. BY: DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Waohington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES SITE PLAN TUKWILA 1007 DESIGN REVIEW AUG. 23, 1999 DRAWING NUMBER C-3 OF 996048.00\090003 11-17-99 LMM 0 I ME-5 I TO VEHICLE FROM OFFICE AREA, FROM GARAGE/OFFICE I/O NG -i PRESSURE WASHER I ME-2 I 1" 480 6" AINTENANCE PAD D FUTURE FILTER 1 � SUMP FOR FUTURE PUMP (E) MANHOLE qq-� - l l9 CfiJae//ed PIPE SCHEDULE ID DESCRIPTION SIZE SERVICE MATERIAL D PW DRAIN POTABLE WATER ALL ALL B ALL ALL PVC GS NPW NON -POTABLE 'WATER ALL GS NG NATURAL GAS ALL ALL BS PS OF PRESSURE SEWER ALL .ALL NNE LABEL FUEL ALL B/E 2X BS BS W/ CONTAWMENT_ GS PVC GS V VENT ALL E 0 AIR COMPRESSED AIR ALL B/E - {;Bo _CONTROL PANEL FROM (E) FLOOR DRAINS GENERAL NOTES' B BURIED E EXPOSED BS BACK STEEL GS GALVANIZED STEEL HDPE HIGH DENSITY POLYEIH� I/O POLYVINYL CHLORIDE SCHEDULE 80 A 81 BFP BACKFLOW PREVEMER 2 INSULATOR AND HEAT TRACING NOT SHOWN. PROVIDE HEAT TRACING AND INSUATION FOR ALL EXPOSED WATER PIPING. nirMNErlii NOV 2 2 1399 rnminceirns o\rPs A N0. D-01-991 GENERAL REVISIONS DATE DESCRIPTION OF REVISIONS SCALE BAR: 0 1" rimonen 0 25.4mm IF TINS BAR 15 NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY ENGR: JMF/MAD ORWN: RJS CHKD: BNSF APPROVAL BY: DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES SYSTEM SCHEMATICS 1007. DESIGN REVIEW AUG. 23. 1999 DRAWING NUMBER MI-1 OF 996048.00\P9M00111 11-17-99 LMM 4AR 1.1-3 FUTURE WATER CONNECTION CILEANCUT FLOOR DRAIN OW.) 611 I" AIR PRESSURE WASHER I ME-1 7TORAGE AREA 1 780401 3 B" DF 1 or to! HOSE BIBB 16 OLLARD -9101 IA 1 1 7 V (TYPIE V UP -J MAINTENANCE PAD PLAN SCALE 1/4'3=11-0,, nctil‘i 1954 ® -I I T-4 I CD c WASTEWATER sr MP O1_ FUTURE PUMP FRSEWERE CONNECTION FUTURE FILTER 11' -2" x6'x6' THK. PAD WITH #4 REM PP 12e 0.C. E B BOLLARD (r(p) GENERAL NOTES: ,A 1PLAN SHOWN S A TYPICAL I TO SCHEMATICS ON M-1 AND CML DRAWINGS FO-f;) . INSTALLA FON. REFER EQUIPMENT LOCATION. TER SULATI=REXPOSED OVIDE HEAT 1RACL 3 INSTALL IN -GROUND EQUIPMENT AT GRADE TO AVOID ./„` TRIPPING HAZARDS. PAINT A 4'ORANGE LINE (AS PRACTICAL) ON THE TOP AND ON EXPOSED SIDES 0, IN -GROUND 091 TO MAKE IT READILY VISIBLE. 0 2 4 SCALE: 1 4, - cr CONSTRUCTION NOTES: REROUTE 47 AIR LINE. PROVIDE NEW 1' COMPRESSED AIR SERVICE TO PAD. OWNER TO PROVIDE 4" HDPE PIPE AND FITTINGS, CONTRACTOR TO INSTALL TEE INTO EXISTING PIPE. PROVIDE STEEL TO HDPE TRANSITION FITTING AFTER A LL STEEL PIPE. 6604188 VALVE ACCESS DRTCH IN MATERIAL IDENDFI CATION NUMBER, SEE M-5 FOR DESCRIPTION. A 10-01-99 REVISED FILTER PAD SIZE, GENERAL REVISIONS NO. DATE DESCRIP FION OF REVISIONS SCALE BAR 0 1" 0 25.4ntro IF THIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY ENGR JMF/MAD D M CHKD. BNSF APPROVAL DATE Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES MAINTENANCE PAD PLAN 1 00% DESIGN REVIEW ADC. 23, 1999 CRAMING NUMBER M-2 OF 11-17-99 LMM 996048.00\ P9M002 TRUCK OFF LOADING PAD —1I I-1 III III 111E II 8" CRUSHED BASE COURSE I T-1 P-2 P DIESEL 11 TANK 10-0 ADDED N000, GENERA.. R DA DESCRIPTION OF REVISIONS SCALE BAR: 0 0 25.4mm IF THIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY —17-7_ffi1117177 > GRADE RINGS UNDISTURBED EARTH J ID FUTURE FILTER I I 17, III�III 1III III1111 III 1I1 II 11 II FUTURE PUMP SECTION SCALE3/6"=1'-D" IF DRWN: LM CNKD: BNSF APPROVAL BY: DATE: BACK FILL W/ SAND F 01L/WATER SEPARATOR I T-4 CONCRETE BAS RUSHED ANCHOR STRAPS Dc9 0419 amcf_Ales Kennedy/Jenks Consultants Engineers:& Scientists. 530 South 336th Street. Federal Way, Washington. 98003 1D BACKFLOW PREVENTER ENCLOSURE The Burlington Northern and, Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES G GRIT L CHAMBER UNDISTURBED EARTH FUTURE WATER CONNECTION 11 GRAD AIR LINEG1. GENERAL NOTES: 1. SECTION SHOWN IS A TYPICAL INSTALLATION. SEE CIVIL SHEET FOR EQUIPMENT LOCATION. CONSTRUCTION NOTES: > ROUTE 2" VENT TO 2' ABOVE ROOF LEVEL, SUPPORT AS NEEDED. USED CRUSHED BASE COURSE MEETING WSDOT 1998 SPECIFICATION 9-03.9 (3). COMPACT ALL GRAVEL BASES TO 95% OF MAXIMUM DRY DENSITY DETERMINED 8Y ASTM 1557. > FIELD LOCATE AND REROUTE 4" AIR UNE AS NEEDED. (PORTLAND SITE ONLY). C% ADD GRADE RINGS AS NEEDED. SEE SHEET S-4 FOR SLAB AND ANCHORAGE REQUIREMENTS, 7. SLOPE ALL GRAVITY DRAINS 2% MINIMUM. PROVIDE G5 PUMP DISCHARGE PIPING TO BURIED PLUG VALVE OUTSIDE VAULT. MATERIAL IDENTIFICATION NUMBER, SEE 1.4-5 FOR DESCRIPTION. NOV 2.a 1999 MAINTENANCE PAD SECTION AND DETAILS 10075 DESIGN REVIEW AUG 23, 1999 DRAWING NUMBER M-3 OF 11-17-99 LMM 996048.00\P9 2 (E) FLOOR DRAIN PIPING 28.1 X 2" V I.E. 24,00 MANHOLE 77 28,4 X ---- I 1/2" PS I -------------- 10-01-997REVISEO NOTE, GENERAL REVISIONS O. DAT DESCRIPTION OF REVISIONS ALE BAR: 0 1" 0 25,4mrn IF THIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY OIL/WATER SEPARATOR PLAN SCALE: I/4"-1'-0" ENGR: JMF (E) GREASE/SAND. SEPARATOR TO BE DEMOLISHED . DRw BNSF APPROVAL DATE: (E) SANITARY SEWER I.E. 22.6 23.39 (SPUUR) 28.6 H-20 FRAME AND COVER X Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 C;e J(eal The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES 0 2 4 SCALE: 1/ 4" =1'-0' CONSTRUCTION NOTES: ROUTE 2" VENT TO 2' ABOVE ROOF LEVEL, SUPPORT AS NEEDED REMOVE EXISTING GREASE/SAND SEPARATOR BACKFILL WITH PIT RUN AND COMPACT TO 95% MAXIMUM DRY DENSITY BASED ON ASTM D1557. CAP INLET PIPE AND GROUT PENETRATION EXISTING MANHOLE, TIE -If N IT CHAM6Eh T6 ERISNNG itOOR DRAIN PIPING CONTRACTOR TO FIELD VERIFY LOCATION AND DEPTH PRIOR TO CONSTRUCTION. PREVIOUS LOCATION OF BURIED WASTE OIL TANK. RECORDS INDICATE TANK HAS BEEN REMOVED. 5. DRAIN PIPING AND MANHOLE THIS SHEET TO BE INSTALLED �� IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS. L=� TP6"MGDRAVBEALSE5A06M01155h7`ANPIDECOMPACT {J) MATERIAL IDENTIFICATION NUMBER, SEE M--5 FOR DESCRIPTION. TERMINATE. 10 FEET ABOVE GROUND NEW PAVING II I I I_I I I I Z�yo��_ � I I I Ell II:IIII1IIII�II I�IIII�IIT1: i iII�ILIIT SECTION SCALE: 3/4'=1'-0' 12 -4 OIL/WATER SEPARATOR PLAN AND SECTION TUKWILA NOV 214 1999 PERMIT CENTER 100% DESIGN REVIEW AUG. 23. 1999 DRAWING NUMBER M-4 OF 996048.00\P9M004 10-04-99 LMM A B C D F G H TE { _;]I PP No QUANTITY O SCRIP?lON : EGRIT CHAMBER', T 0'X4'F1 X7'O.D., 72^X 42" STEEL. H2O RATED ACCESS HATCH, UTILITY VAULT MODEL 577-CPS OLL SOATER SEPARATOR WITHOUT 1 NTERIO4IWEIRS/MEDIA. PROVIDE PIPING CONNECTIONS AND GRADE RINGS AS BROWN ON THE DRAWNGS. OIL -WATER SEPARATOR, SiIJGi. F WALL CONSTRUCTION, CYLINURICAI_ DESIGN, 3,000 GALLONS TOTAL VOLUME, 1,500 GALLONS SPILL CAPACITY, 'I6 PPM MAX.OI(JGREASE DISCHARGE, HOLD-DOWN STRAPS, 100 MIL FIBERGLASS REINFORCED POLYESTER COATING, CONNECTIONS AS SHO DI ON THE DRAWINGS, N-20 RATED, EASY - ACCESS OPTION, HIGHLAND TANK MODEL HT.3000 (PORTLAND AND TUKWILA SITES)_ WASTEWATER R SUMP, 112" XS 6"X7'2"0.D.STEE- H2O RATED ACCESS HATCH, UTILITY VAULT MODE 1510E-CPS OIL.'S'YAT ER SEPARATOR WITHOUT INTF _10R WEIRSIMEDIA. PROVIDE PIPING CONNECTIONS / -JD GRADE RINGS AS SHOWN ON THE OP,ASNIN'GS. PROVIDE INTERIOR SEPARATOR WALL FOR FUT rRE PUMP AS SHOWN ON THE DRAWINGS_ V✓ASTEWATEP. PUMP, SUBMERSIBLE, RECESS D IMPELLER TYPE, 2 HP, 40 GPM �a 23 TDH, 480 AC, 1150 RPM, SUPER NI -HARD CONSTRUCTION, I HAYWOODGORDONTORUSTYPE 2 PRO 1I'EA COMPLETE GUIDE RAIL SYSTEM F' -R REM' i ING THE PUMP WITHOUT ENTERING THE B: MP. P! 1-VIDE A CONTROL PANEL AND ALL REQUI ED AC.;0SSORIES FOR STARTING/STOPPING THE P MP BA 4ED ON WET WELL LEVEL CONTROL PANEL I' CLUDES A NEMA3R ENCLOSURE. STARTER, PUMP 0 4RTEMPERATURE PROTECTION, CONDENSATION F ATER, HOA SWITCH, CIRCUIT BREAKER LIGHTNING A. RESTOR, AND AN ABNORMAL (HIGH/LOW) LEVEL A- ARM LIGHT, PUMP RUNNING LIGHT, AND U.L.. LISTIN FUEL DISPENSING PUMP, SUBME .BIBLE TYPE, 1/3 HP 20 GPM, 120 VAC, MANUAL PRES. IRE RELIEF, FE PETRO MODELSTP150. SEE ACI TANK AND EQUIPMENT QUOTE IN THE SPE( := 044110NS ITEM EQUIP. No. QUANTITY DESCRIPTION e 1 T-2, ME-5 1 500 GALLON ABOVE GROUND DIESEL FUEL STORAGE TANK AND HOSE ASSEMBLY AS DESCRIBED IN ACE TANK AND EQUIPMENT QUOTE 141229 (SEE SPECIFICATIONS) 7 3 FLOOR DRAIN WOTRAP. 16-INCH, CAST IRON BODY. SEEPAGE PAN, SUSPENDED SEDIMENT BUCKET, NO - HUB CONNECTION, ZURN Z-662 DRAIN AND 7-1000 TRAP 8 9 H ME-2 —Ft t FLOOR CLEANOUT, CAST IRON, ZURN MODEL Z-1402 PRESSURE WASHER, 8 GPM, NATURAL GAS FIRED, 657,000 RTUH BURNER. 480 VACl3 PHASE 15 HP ELECTRIC MOTOR, ADJUSTABLE TEMPERATURE CONTROLS, 1/2-INCH I.D. 50 FT. HOSE, TRIGGER GUN WAND ASSEMBLY, DOWNSTREAM DETERGENT INJECTOR, H0T5Y EQUIPMENT 5700 SERIES (TUKWILA SITE). 10 '1 HOSE BIBB,'/.-INCH. r t2 i 9ACKFLOW PREVENTER, DOUBLE CHECK STYLE, I- NCH. BALL VALVE SHUTOFFS, WATTS SERIES 007, FEBCO OR EQUAL. PROVIDE HOT BCX H9 SERIES HEATED ENCLOSURE WITH EACH BACKFLOW PREVENTER, AVAILABLE FROM STONE-OREWOASHE & JONES. 2 PLUG VALVE, DEZURIK MODEL 118. PROVIDE STEM EXTENSION AND CONCRETE VALVE COVER BOX FOR BURIED SERVICE. 13 GC-4 1 GRIT CHAMBER, CITY OF TUKWILA SANITARY SEWER DETAIL SS-13, 48" DIAM. X 7` DEPTH. 14 !l HOSE RETRIEVER WITH COUNTERBALANCE, SEE ACE TANK CUOTATION IN SPECIFICATIONS 15 1 BALL VALVE, 3/8-INCH; THREADED, CARBON STEEL,. AP! 607 CERTIFIED, APOLLO SATURN 93-100 SERIES. 16 MANHOLE, CITY OF TUKWILA SANITARY SEWER DETAIL 55 4 (SEE SPECIFICATIONS). i l 2 GATE VALVE, 1-INCH. THREADED, OS&Y, IRON CONSTRUCTION, CRANE CLASS 125. ITEM EQUIP. No. QUANTITY DESCRIPTION 16 4 2 BALL VALVE, NATURAL GAS SERVICE, 14 INCH, ANSI Z21.156, 2 PSI RATING, WIC() OR EQUAL. 19 (1 CHECK VALVE, 2-INCH, FLANGED, OUTSIDE LEVER AND SPRING, RESILIENT DISC, 200 PSI WORKING PRESSURE, KENNEDY FIGURE 0106 OR EQUAL. 1Yr'Oqiq Caficeild NOEa. , CENT.9 t0-0I-99 GENERAL REVISION OATS DESCRIPTION OF REVISIONS SCALE BAR: 0 1" 0 25.4mm IF THIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY ENGR: JMFr DRWN: LMM CHND: BNSF APPROVAL 8Y. DATE Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES BILL OF MATERIALS 100% DESIGN REVIEW AUG,23, 1999 DRAWING NUMBER M-5 OF ' 996048.00\P914005 10-04-99 LMM GENERAL STRUCTURAL NOTES CODES AND SPECIFICATIONS 1. UNIFORM BUILDING CODE - 1997 EDITION. 2. ACI 318-95 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. 3. MSC MANUAL OF STEEL. CONSTRUCTION 9111 EDITION. ASO DESIGN CRITERIA 1, WIND LOAD PER 1997 UNIFORM BUILDING CODE EXPOSURE 'C', BASIC WIND SPEED = 80 MPH 2. S51882 ZONE 3 3. DEAD LOADS .ACTUAL 4. WE LOADS . SNOW = 25 PSF LIFT TRUCK = 120,000 LB. DROVE AXLE 5. SOILS ALLOWABLE BEARING PRESSURE 1500 PSF GENERAL 1. 1MENSIONS: STRUCTURAL DIMENSIONS CONTROLLED AND RELATED TO MECHANICAL AND ELECTRICAL EQUIPMENT SHALL DE VERIFIED BY THE CONTRACTOR PROR TO CONSTRUCTION. 2. PROVISIONS FOR EQUIPMENT: MECHANICAL AND ELECTRICAL EQUIPMENT SUPPORTS, MLCHORAGES, OPENINGS, RECESSES AND EMBEDMENTS'NOT SPECIFIED CR THE STRUCTURAL DRAWINGS. our SPECIFIED ON OTHER CONTRACT DRAWINGS, SHALL BE PROVIDED PRIOR TO CASTING CONCRETE. CONTRACTOR SHALL BE RESPONSIBLE FOR A THOROUGH REVIEW OF ALL DRAWINGS. 3. CONSTRUCTION LOADS: STRUCTURES HAVE BEEN DESIGNED FOR OP590504A1. LOADS ON COMPLETED STRUCTURES. DURING CONSTRUCTION, STRUCTURES SHALL BE PROTECTED BY BRACING AND BALANCING WHEREVER EXCESSIVE LOADS MAY OCCUR. 4. DESIGN LOADS: a. DEED LOADS: All STRUCTURES HAVE BEEN DESIGNED FOR THE ACTUAL DEAD LOAD DUE TO THE WEIGHT OF All PERMANENT STRUCTURAL AND NON-STRUCTURAL COMPONENTS AND PERMANENTLY INSTALLED EQUIPMENT AS PRVVIDED BY THE MANUFACTURER. b. LIVE LOADS: EQUIPMENT LOADS -FOUNDATION HAS BEEN SPECIFICALLY DESIGNED TO SUPPORT THE EQUIPMENT LOADS OBTAINED FROM THE MANUFACTURER'S DRAWINGS. LAYOUT AND GRADES THE CONTRACTOR 91ALL BE RESPONSIBLE FOR VERIFYING AND SETTING ALL GRADE ELEVATIONS, VERIFYING AND ESTABLISHING All LOCAT10N5, POINTS ANGLES AND DIMENSIONS REQUIRED FOR CONSTRUCTION USING THE INFORMATION AVAILABLE ON THESE PLANS AND THE DOSING STRUCTURES IN THE FIELD. ALL DIMENSIONS, GRADES ORIENTATIONS AND CLEARANCES SHWL MEET WITH THE APPROVAL OF THE OWNER'S REPRESENTATIVE. ANY REVISION 0R CHANGE TO THE DRAWINGS SHALL REQUIRE APPROVAL OF THE OWNERS REPR5SENIAINE EXCAVATION 1. THE EXCAVATION SHALL CONFORM TO GRADE AS SHOWN ON THE DRAWING. EXCAVATIONS SHALL CONFORM TO APPLICABLE FEDERAL OR LOCAL REGULATORY REOUREMENTS FOR PROVIDING SIDE SLOPE OR SHORING TO PROTECT INDMDUALS ENTERING THE EXCAVATION. EXCAVATED MATERIAL MAY BE USED FOR ROTLL. DISPOSE OF UNSUITABLE EXCAVATED MATERIAL OFFSIE AT APPROVED DISPOSAL LOCATIONS. 2. IMPORT STRUCTURAL FILL DR El/CREEL SHALL BE DEFINED AS ANY WELL -GRADED, COARSE MATERIAL WITH LESS THAN 5% O THE PARTICLES PASSING THE #200 SIEVE, SUCH A5 3' MINUS PR -RUN SANDY GRAVEL. THE MATERIAL MUST BE FREE OF ORGANIC MATTER. STOCKPILED IMPORT 0R NATIVE MATERIAL SHALL B COVERED BY AN MPERVOUS ME/CRANE TO PROTECT R FROM EXCESS MOISTEN& IF VI RANTED BY CURRENT OR FORECASTED WEATHER CCNDRIONS. 3. FILL /880)01LL SHALL BE PLACED AN UFTS NOT TO EXCEED 8 INCHES THICK AND COMPACTED TO 95 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY TEST METHOD ASTM 0-1557. 4. THE CONTRACTOR SHALL BE RESPONSIBLE IN PIOVI8H4 TEMPORARY SHORING 1O THE FACILITY 0R PORTION, THEREOF, AGAINST ALL LOADS DURING COHSIRIDTION. CONCRETE 1. UNLESS OTHERWISE NOTED, CONCRETE STALL ATTAIN A MINIMUM 28-DAY CCMPRESSNE STRENGTH OF 400D PSI. 2. MINIMUM 6 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE 3. MAXIMUM SIZE AGGREGATE IS 1 1/2°. 4. MAXIMUM SLUMP IS 5°. 5. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER OR CORROSIVE EMAROIAIENIS SHALL RE AIR -ENTRAINED WITH AIR- ENIRANING AGENT C01#ORMING TO UBC SECTION 1904. TOTAL MR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19-A-1 OF THE IBC. 6. ADMIXTURES CONTAINING CHLORIDE SALTS SHALL NOT BE USED. 7. All CONCRETE SHALL BE THOROUGHLY CONSOLIDATED DURING PLACEMENT USING A MECHANICAL VIBRATOR. SEGREGATION OF MATERIALS IS TO DE PREVENTED. 8. SLOPE ALL HORIZONTAL SURFACES TO APPRO RATE TANNAGE. 9. CURING: CONCRETE SURFACES NOT COVERED BY FORMS SHALL RE PROTECTED FROM PREMATURE MOISTURE LOSS FOR NCR LESS TOWN 28 DAYS LATER PLACEMENT. CURING SHALL 8E BY WATER CURING 0R USE MB - MB429 CURING /SEALER COMPOUND. DAMP 0R MOIST OUTING METHODS INCLUDE BURLAP CLOTHS AND 19P514IOUS SHEET MATERIALS. SURFACES MAY BE CURED BY FORDING. THE AIR AND THE FORMS IN CONTACT YAM THE CONCRETE SHALL BE MAINTAINED AT A TEMPERATURE ABOVE 32 DEGREES F FOR THE CURING PERIOD (28) DAYS. 10. EP05E0 HORIZONTAL SURFACES SHNI HAVE STFF BROOM FINISH. 11. CHAMFER: EXPOSED CONCRETE CORNERS AND EDGES SHALL HAVE A 45 DEGREE 3/4' CHAMFER. 12. COATNG: 13. '1/4' ROUGHENED' SURFACE SHALL MEAN PREPERATION OF THE SURFACE IN ACCORDANCE WITH U.B.C. 1911.7.9. 14. BONDING AGENT: CCNRETE BONDING AGENT SHALL BE SMA14R 32 0R 35 AS MANUFACTURED BY SIM CORP. 0R EQUAL 15. TODPN4G: CONCRETE TOPPING MATERIAL FOR SLOPING DOSING SLAB SHALL. BE 51K4 LOP PLUS SF AS MANUFACTURED BY SIKA CORP. 0R EQUAL. 16. EXPANSION JONI FILLER: MATERIAL SHALL BL ASPHALT IMPREGNATED FIRERBOARD OR EQUAL, SEALANT SHN BE SIKA FLEX-1A 0R EQUAL. 17. JOINT SEALANT: SAWCUT JOINTS SHALL BE SEALED WITH EITHER SIKA OUR 51 N5/5L 0R SETA FLEX-19 0R EQUAL. REINFORCING STEEL 1. UNLESS OTI5RWISE NOTED, NUMBER 3 TIES SHALL CONFORM TO ASAP A615, GRADE 40. ALL ODER 988808CI8 BARS %ALL CONFORM TO ASTM 4615, GRADE 60. 5MOO1H DOWEL BARS SHALL 8E FABRICATED FROM ASTM A36 BAR STOCK. 2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 3. PROVIDE CORNER BARS TO LAP HORIZONTAL STEEL AT CORNERS AND ALL WALL AND FOOTING INILrotCTIONS. 4. LAP ALL CONTINUOUS REINFORCEMENT AND CORNER HERS 40 BAR DIAMETERS. 5. EXCEPT WHERE DETAILED ON STRUCTURAL DRAWINGS, REINFORCEMENT SHALL NOT BE DISPLACED 0R CUT TO PROVIDE CLEARANCE FOR PENETRATIONS, INSERTS OR EMBEMIENIS. 6. REMFORCEME44F SHWL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY CONCRETE, METAL, OR OTHER APPROVED CHAIRS, SPACERS 0R TIES AHD SECURED AGA8LS7 D)PLACEMENT DORM CONCRETE 0R GROUTING PLACEMENT. TACK YIELDING NOT ALLOY/ED. 7. REINFORCEMENT SHALL BE BENT COLD, ONE TIME ONLY. 8. LAP ADJACENT MATS OF WELTED WIRE FABRIC A MINIMUM OF 8' AT SIDES AND ENDS. 9. ALL BARS SHALL HAVE A LIN. CLEAR COVER 06 2 IN. UNLESS OMERM1SE NOTED 10. ANCHOR BOLTS ANCHOR BOLTS SHALL BE ASTM A307 BENT BAR TYPE WITH HEX NUTS AND WASHERS. 11. FORM OIL SHALL BE APPLIED TO FORMS SUCH THAT CONTACT WITH RENFORCEMENT S PRcVEJTED. ANY BOND REDUCING M8TEFtl4. THAT COMES IN CONTACT WITH REINFORCEMENT SHALL BE COLWLE1fiY REMOVED. STRUCTURAL 5I I_EL 1. ALL STRUCTURAL STEEL SHAPES INCLUDING MISC. PLATES SHALL CONFORM TO ASAPA36. ALL BOLTS, UNLESS OTHERWISE SHOWN, SHALL BE.. ASTM A 325 WITH COMPATIBLE WASHERS AND NUTS. TUBING SNAIL 8E ASTM A-500. PIPES SNAIL C01#ORM TO ASTM A53 GRADE B. 2. ALL WEDS STALL BE PERFORMED BY CERTIFIED. WELDER AND SHALL COMPLY WITH AWS 01.1 AND USE i070YY D_:MODES. CLEAN ALL HELD WELDS AND PROVIDE PROTECTIVE COATING TO MATCH THE 93RR0UNDING SURFACES. 3. GUARD RAILINGS TO 8E 1 1/4' DIAMETERSCHEDULE 40 WE ALL POST TO BE 1-1/4' DIAMETER SCHEIMAE 80 PPE N8) TO RE SPACED N0 GREATER THAN 8O4T FEET. ALL WELDS 10 BE CLEANED AND GROUND SMOOTH. GUARD RAIL nr0TEM SHALL BE GA.VANQED. TOP RAIL OF CARD RAIL TO MEET 250 POUNDS APPLIED AT AND ANY DIRECTOR, PLUS UNIFORM LOAD OF 50 PSF APPLIED' HORIZONTALLY. 4. ALL EXPOSED AND EMBEDDED STEEL MENDERS SHALL BE HOT DIPPED GALVANIZED UNLESS OTHERWISE NOTED. METAL BUILDINGS 1. BUILDINGS' TO BE PRE-ENGINEERED, AND PRE -FABRICATED METAL BUILDING OF LIGHT GAUGE CONSTRUCTION. 2. WASH MAINTENANCE BUILDING TO HAVE TAPERED COLUMNS WITH FLUSH GIRTS. 3. TRUCK DOCK SHED 7D RUM TUBE STEEL COLNN5 AS SHOWN ON SHEET S5. GIR15 SHALL BL FLUSH WITH COLUMNS. 4. METAL BUILDING SUPPLIER SHALL PROVIDE STRUCTURAL CALCULATIONS AND SHOP DRAWINLS FOR EACH STRUCTURE AT EACH SITE CALCULATIONS AND SHOP DRAW®405 9481.E 8E SEALED BY AN ENGINEER LICENSED TO ERACKE IN ME STATE IN WHICH 1FIC STRUCTURE IS TO BE ERECTED. 5. METAL BUILDING SPPUER 9441 PROVIDE HOLLOW METAL' DOOR, HEAVY TRY, TYPE LI, 2 INCH METAL.. FRANC AND ALL INCIDENTAL FRAMING REQUIRED FOR NSTALIAo0N. PAINT COOL TO HATCH 901NG. 6. DOOR HARDWARE BUTTS 1 1/2 PR. LATCH SET: LEVER TYPE DOOR STOP: 1 DOOR SILENCERS: NEOPRENE. 2 PER DOOR. Dqq-D q (7 CAnceii NO_ DATE DESCRIPTION OF REVISIONS SCALE BAR: 0 1" 0 25.4mm IF THIS HER IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY Si T TS & NWLL ENGINEERS, INC. CIVIL • STRUCTURAL ■ SURVEYING 2901 S 40th ST., TACOMA, WA 98409 (253) 474-9449 ENO: D.A.N. DRWN'. J.M.W. CHKD: B.K.L. (NSF APPROVAL BY: DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENCE PAD FACILITIES GENERAL STRUCTURAL NOTES 100`10 SUBMITTAL NOVEMBER 18, 1999 DRAWING NUMBER S-1 1 OF 8 9255 7/6/99 J.M.W. 0 0 Duo -00 -- MATCH EXIST. A/C PAVEMENT AS REO'D. FOUNDATION/FLOOR PLAN SCALE:1/4" 99.95 10000 FLOOR DRAIN SEE MECHANICAL CLEANOUI SEE MECHANICAL 99.75 100.00 SAWCUT CONTROL JOINTS, TYP. 0 RIDGE 21'5c SLAB W/#5 0 127 0.0 EACH WAY T. & 8. OOR ORAN SEE MECHANICAL 99.90 100 99.90 TYP. 99.90 MATCH EXIST. A/C PAVEMENT AS REO.D. 0.00 S2 8' TYP. S4 DIESEL TANK PAD NOTE: SEE SITE PLAN FOR LOCATION SEE SHEET 54 FOR FOOTING AND FOUNDATION DETAILS XXX.XX ELEVATION .BASED ON ASS'JMr10 ELEV. 100.00 PROVIDE GRATING OVER PIT AT STORAGE AREA TOP OF GRATING EL 1015 GRATING SECTION ABOVE LOW POINT OF PITS SHALL BE EASILY REMOVABLE BY ONE MAN (MAX. WEIGHT < 50LB5.) bgg'01119 once,iie,d REFERENCE NORTH ONLY PORRAND SITE 4' 000 `G Y. 1599 N0. DATE DESCRIPTION OF REVISIONS SCALE BAR: o r' 0 25.4mm IF THIS BAR IS NOT FAWNS! N SHOWN, ADJUST SCALES ACCORDINGLY SITTS & HILL ENGINEERS, INC. CIVIL ■ STRUCTURAL ■ SURVEYING 2901 S 40th ST., TACOMA, WA 98409 (253) 474-9449 ENGR: DAN. DRWN: A.B. CHKO: BNSF APPROVAL BY: DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES MAINTENANCE PAD BUILDING FOUNDATION/FLOOR PLAN 100% SUBMITTAL NOVEMBER 18, 1999 DRAWING NUMBER S-2 OF 9255 W.R.H 12 12 1/2 2' 1/2 ,EXPOSED STRUCTURE / \ METAL DOOR LATCH SET (LEVER TYPE) SE SEE PLAN FOR LOCATION ELEV. (REF.) 10150 !ff/ t l NOTE: ADD SHEETING AND GIRTS TO MATCH SIDES AT BACK ELEVATION FRONT ELEVATION (BACK ELEVATION SIM.) SCALE: 1/4' = 1'-0° 148.00 DS— BRACE REAR BAYS ONLY / KYNRR 500'FINISH 0R EQUAL BOTH SIDES 0 \SIDING CA [ZED GI \ SIDE ELEVATION SCALE: 1/e = D91q0,419' CoAckiltd 4' 2' 0' 4' S' 1/4-I-0 0- DATE DESCRIPTION OF REVISIONS LE BAR: 0 1" 0 25.4mm IF THIS BAR IS NOT DIMENSION MINN, ADJUST SCALES ACCORDINGLY SITTS & HILL ENGINEERS, INC. CIVIL ■ STRUCTURAL ■ SURVEYING 2901 S 40th ST., TACOMA, WA 98409 (253) 474-9449 8 DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES MAINTENANCE PAD BUILDING ELEVATIONS 100% SUBMITTAL OVEMBER 18, 1999 IN NUMBER s3 OF 9255 W.R.H. 2 12 LINER PANEL 3/4" MEDIUM DENSITY OVERLAH (3) SIDES FASTENYTOLGI,RITOW/OSTTAINLESS STEEL OSELF TAPPING SCREWS & WASHERS 0 6 INCHES 0.C. EDGES, 12' 0.C. FIELD. IRTS ® O.0 0 UNER PANEL BETWEEN T/CURB AND MDOP 12 '1/2 GALVANIZED PURUNS GALVANIZED GIRTS ELEV. 101.5 (REF.) SECTION A SCALE: 1/4" = 1'-0" S-2) S — 3A • PER PRE ENGINEERED METAL BUILDING SUPPLIER EXTEND EXTERIOR PANEL BELOW EL. 101.5 6?c73 Ll19 Cil7cei 4' 2' 0' 4' a' 1/4"-1'-0" Novi 7, 8 1999 N0. DATE DESCRIPTION OF REVISIONS 0 1.. 111111111111111111111.11 0 25.4mm IF THIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY SITTS & HILL ENGINEERS, INC. CIVL ■ STRUCTURAL ■ SURVEYING 2901 S 401h ST., TACOMA, WA 98409 (253) 474-9449 DA.N CHKD: F APPROV. DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES MAINTENANCE PAD BUILDING ELEVATIONS 00% SUBMITTAL NOVEMBER 18, 1999 DRAWING NUMBER S-3A OF — W.R.H 9255 PLAN - FOOTING F1 & F3 PLAN - FOOTING F2 SCALE: 3/8"-1' O" WAIERSTGP-, CREENSTREAJ( SWELLSTOP 0R EQUAL HAIR PIN I" GRO #3 TIES 0 9" (6) EL. 101.5 SCALE:3/8"-1'-0" (4) 3/4"0 A.B. FI (4) 1 1/4"0 A.B. F3 EMBED 2'-6" WATERSTOP GREENSTREAK b5 VERTICAL BARS SWELLSTOP OR EQUAL HAIR PIN 1" GROUT #3 TIES 0 2-0" F-`_ aIII111 = 3'-0` F33 S MIN. 12" UFI 1� MIN 12"I IT, STRUCTURAL FILL =-1� STRUCTURAL TILL SECTION SCALE:3/8"-1 ' -0" COL 1 1/4"0 A.B. BED 2'-6" (8), #5 VERTICAL BARS EL 1d1.5 t � ` #5 0 12" DC. 6 0 9" O.C. EACH WAY COMPACTED TO 95% ASTM 0-1557 5 0 12" 0.C. EACH WAY S-4(S-4 SECTION EACH WAY H 'NAY SCALE:3/8"-1'-0" CLEAN BACKTILL (EARTH DR SAND) LINE OF UNDISTURBED EARTH STEEL HOLD DOWN STRAPS 3" X 1/4' 0 9' SPACING (MIN. OF 2 STRAPS) BY TANK MFG. 3/4"4 A.B. (4) EACH REO'0 CO-4" X NCRETE20 0" BALLAST PAD 7' DETAIL- OIL/WATER SEPARATOR TANK PAD SCALE: 1 /2"-1'-0" S-41 S-4 SLAB SECTION SCALE:3/4"-1'-0" SECTION SCALE: 3/4"-1'-0" CO8PALT EXIST. SUBGRADE TO 90% CONT. EL. 10150 WATERSTOP GREENSTRFAK SWELLSTOP OR EQUAL #5 0 12" 0.C. STRUCTURAL FILL COMPACTED TO 95% ASTM D-1557 S4 PROVIDE ROUNDED EDGE TO PREVENT SPALLING PANSION JOINT S-2A, 5-2 S-4 'SOFT -CUT' 1/8'x1/3 SLAB DEPTH. WITHIN 4 HRS OF POUR. TERMINATE TOP BARS 0 JOINT —PROVIDE JOINT FILLER SECTION - CONTROL JOINT SCALE:3/4"-1'-0" z S-2A, Ts 4 FINISH GRADE 1 1/2` CLR 3" CIR.-/ Ili • II II III --III II1-1 ' STRUCT. FILL [ COMPACTED TO ASTM D-1557 #� 0 9" EACH WAY TOP & BOTTOM SECTION - DIESEL TANK PAD SCALE:3/8'-1'-0" S-2A, S-2L-h STEEL GRATING AND STEEL SEAT ANGLE SCHEDULE (SEE ANSI/NAAMM MBG-531 FOR STEEL GRATING DESCRIPTION) WIDTH 0 (TOE/TOE STEEL L) BEARING BAR DEPTH X THICKNESS GRATING WIDTH SEAT ANGLE SIZE (STEEL) 3' 8" 1' 1/2" X 1/4" 3'-10" L 1 3/4" X 1 3/4` X 1/4" DETAIL SCALE:3/4"-1'-0" S- S2 3/4' CHAN ALL EXPOSED EDGES SIKATOP PLUS 0 SIM. 1/4" ROUGHENED SURFACE 0 SIM. EXISTING SIM Dqq CAR Canceyes WATERSTOP GREENSTREAK SWELLSTOP OR EQUAL 1/4" ROUGHENED SURFACE W/ 80N01NG AGENT SECTION SCALE: 3/4"-1 (4) #8 CONT. FOR LENGTH OF FOOTIN 1' GROUT #4 HAIRPINS 0 1'-0" C—C 1 I/O CLR TYP (2) i5 CO EDGE EXIST. SLAB 0 SIM. #5 0 12' 0.0. INSTALL IN EXISTING SLAB USING HIED HIT CAPSULES —2A $-4 (3) #3 TIES ®6" O.C. I 120' AT COLUMNS ONLY EL. 10150 WATERSTOP GREENSTREAK SWEILSTOP OR EQUAL 6" CLR. 0 SIM. " ROUGHENED SURria:E BONDING AGENT 0 SIM. SECTION- SURFACE FOOTING TYP. NI SCALE:3/4"-1'-O" S-2A S-4 CONCRETE CURB SEE PLAN FOR T.Q.G. ELEV. SECTION SCALE: 1/2"-1'-0" SEE SCHEDULE FOR STEEL ANGLE 1/4" NAIL H0LE5 0 2'-0" CTRS. /16 1" X 3/8" STRIPS 0 1'-6" CTRS. STAGGERED MAY RE SUBSTITUTED FOR CONCRETE ANCHORS USE HILT; HIT CAPSULES OR EQUAL EDGE OF EXI 1 1/2`0 STD PIPE RAIL & POST. EMBED 2"0x8" STD SOCKET INTO CONCRETE FOR EACH POST. INSERT POST AND WELD TO SOCKET FINISHED GRADE TYPICAL CONCRETE STAIR NOTE: HANDRAIL ON ONE SIDE ONLY S-2A 5-4 1/2"0 X 5 1/2" HEADED CONCRETE ANCHORS 0 1'-6" CTRS, AUTOMATICALLY END WELDED WITH STUD WELDING TOOL SEAT ANGLE DETAIL SCALE, 11/2"=1'—O" 3/4'=.1'-0" 1/2"=1' 0" 0 1' 2' 4' 6' 8' 3/8 =1 —0 EXISTING SLAB NOV 2 G 1999 pE}vnR DENIER N0. DATE DESCRIPTION OF REVISIONS SCALE BAR: 0 1" 0 25.4mm IF THIS BAR i5 NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY SITS & HILL ENGINEERS, INC. CIVIL ■ STRUCTURAL ■ SURVEYING 2901 S 40th ST., TACOMA, WA 98409 (253) 474-9449 ENGR: O.A.N. OWN: W.R.H. CHKD: BNSF APPROVAL 8Y: DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES 1AINTENANCE PAD BUILDING FOUNDATION DETAILS 100% SUBMITTAL NOVEMBER 18, 1999 DRAWING NUMBER S-4 OF 9255 - W.R.H PLAN SYMBOLS: POWER: [9:1 SERVICE METER ItoI 30/20 00A IMHI 0 0 V ILIA 0 MAIN DISTRIBUTION PANEL PANE)BOARD. 4809/277V 30 PANELBOARD, 208Y/120V, 33 PANELEOARD, 240/120V, 10 MOTOR CORI120L CENTER CONTROL PANEL LI GI TONG CON 'ACTOR COMBINATION MOTOR STARTER "DISCONNECT" MORK/ CONTROLLER DISCONNECT SWITCH: INDICATES FUSED 130 INDICATES SWITCH RATING 120" INDICATES FUSE RATING MOLDED -CASE CRT. BRKR. DISCONNECT HAND 0:I MANHOLE. (ELECT RICAT ) ,!UNCTION BOX JUNCTION BOX ((KS NOT PULL BOX 0.0 MOTOR (SIZE AS SHOWN) 1159 MOTOR (SIZE AS SHOWN) UNIT HEATER TRANSFORMER (SIZE AS SHOWN) CONDUIT HOME RUN MARKS INDICATE QUANTITY OF CONDUCTORS (SIZE AS NOTED). LONGER SLASH INDICATES NEUTRAL CONDUCTOR & BACKSLASH INDICATES GREEN GROUNDING CONDUCTOR. WHERE MARKS ARE OMMHTED, CONDUIT CONTAINS (1) EA. #10 PHASE CONDUCTOR, #10 NEUTRAL, & #12 GROUNDING CONDUCTOR. CORDED, EXPOSED, IN WALL, OR IN CEILING -- - CONDUIT, BURIED OR IN FLOOR SLAB — E — EMERGENCY CIRCUIT CONDUIT — PA— PAGING SYSTEM CONDUIT � — T TELEPHONE CONDUIT ' kei 7.1 LIQUID TIGHT TYPE SOW FLEXIBLE CONDUIT ] G N`UU, TAPPED END CONDUIT, SEALED 0 CONDUIT TURNED DOWN 0 CONCUR TURNED UP ../W31 IDAT TRACE — G — GROUNDING CONDUCTOR (SIZE AS NOTED) — G + GROUNDING CONDUCTOR WITH EXOTHERIC WELD CONNECTION —O GROUND ROD ////// CONDUIT TO 01 REMOVED EQUIPMENT TO BE REMOVED DEVICES: DED 0 7 L 0 0 0 SINGLE POLE SWITCH DOUBLE POLE SWITCH THREE-WAY SNITCH 1-OUR-WAY SWITCH SWITCH WFIH PILOT LAMP SWITCH WITH OVERLOAD SINGLE RECEPTACLE (DEDICATED) DUPLEX RECEPTACLE (GFI, WP .AS SHOWN) DOUBLE DUPLEX RECEPTACLE SPLIT WIRED WWI EX RECEPTACLE SPECIAL PURPOSE RECEPTACLE (VOLTAGE & AMPERAGE AS SHOWN) TEL OUTLET DATA OUTLET HORN DAMPER THERMOSTAT PULL S-IAI ION LIGHTING: I 1 INCAND. FIXTURE (CEILING MOUNTED OR SUSPENDED) HID FIXTURE (CEILING MOUNTED OR SUSPENDED) 1 INCAND. 0R HID FIXTURE (WALL MOUNTED) INCAND. OR HID FIXTURE (POLE MOUNTED) }4{ } INCAND. OR HID FIXTURE (DOUBLE POLE .MOUNTED) TT TT FLUORESCENT RXTURE (RECESSED) FLUORESCENT FIXTURE, SURFACE FLUORESCENT FIXTURE, SURFACE EMERGENCY 1 0 I I.UORFSCENT STRIP ® EXIT LIGHT FIXTURE (CFR INC MOUNTED) Fe) EXIT LIGHT FIXTURE (WALL MOUNTED) OaHORN WITH ROTATING/FLASHING BEACON ('WALL MOUNTED) \ COLOR( A=AMBER, 0-007EN, R=RED, B=BLUE SCHEMATIC SYMBOLS: 1600:5 0 50/1 IRTMI ISDPI GROUND CONNECTION --I I--- NORMALLY OPEN CONTACT TRANSFORMER --- NORMALLY CLOSED CONTACT CURRENT TRANSFORMER THERMAL OVERLOAD HEATER. QUANTITY & RATIO AMMETER —' THERMAL OVERLOAD NORMALLY CLOSED CONT. CIRCUIT BREAKER, (AMPS/POLES) ��— ORAWOUT CONNECTION EA DISCONNECT SW, CH CONTACTOR: INDICATING LIGHT. (R=RED, G=GREEN, A=AMBER, W=WHITE) FUSE RUNNING TIME MEIER SURGE SUPPRESSOR OR RELAY - - — EQUIPMENT BOUNDARY OFF HANDJ, AUTO —eo_o--- SELECTOR SWITCH: —o o o— PUSHBUTTON SWITCH, MOMENTARY ON. HAND -OFF -AUTO. SWITCH: RUN-STOP/ON-OFF I EVEL SWITCH FLOAT TYPE NORMALLY CLOSED TEMPERATURE SWITCH OR ELEMENT. �-i-o— TIME DELAY CONTACT, ON DELAY FT- TIME DELAY CONTACT, OFF DELAY TERMINAL IN MOTOR CONTROL CENTER ® TERMINAL IN CONTR01. PANEL CONDUCTORS NOT CONNECT@ } CONDUCTORS CONNECTED - — — - FIELD CONDUCTORS MAGNETIC MOTOR START COIL A (CGNNACTOR RATING) (UL AMPS OR NFAIA SIZE) MOTOR: OS (HP RATING NONMOTOR LOAD: ❑2 (kW RATING) TRANSFORMER: 480V - (PRIMARY VOLTAGE RATING) 15kVA - (kVA RATING) 120/240V- - (SECONDARY VOLTAGE RATING) AE 3'16 MAGNETIC CIRCUIT BREAKER: INSTRUMENT SYMBOLS: INSTRUMENT IDEN IER AE PH/ORP ELEMENT AT PH/ORP IRANSMIFER CT CONDUCTIVITY TRANSMIT TER DT DENSITY TRANSMITTER FE FT OW ELEMENT FT FLOW TRANSMITTER LE LEVEL ELEMENT LS LEVEL SWITCH LT LEVEL TRANSMITTER LY LEVEL CONTROLLER PS PRESSURE SWITCH PT PRESSURE TRANSMITTER PY PRESSURE CONTROLLER SV SOLENOID VALVE T_E TEMPERATURE SWITCH IT TEMPERATURE TRANSMITTER TY TEMPERATURE CONTROLLER 0. LIMIT SWITCH �A20/1 (AMPERE RATING/No. OF POLES) I THERMO-MAGNETIC CIRCUIT BREAKER: g120/1 (AMPERE RATING/No. OF POLES) . FUSED DISCONNECT: 10/3 (AMPERE RATING,/No. OF POLES) 20A (AMPERE RATING) NON -FUSED DISCONNECT: \ 20A I (AMPERE (RATING OR HORSEPOWER RATED) .REFERENCE SYMBOLS: PXXX POWER CONDUIT TAG - SCHEDULO SINGLE SHEET CCXX/71) CONTROL CONDUIT TAG - SCHEDULED DETAIL --... SCALE SXXX ) SIGNAL CONDUIT TAG - SCHEDULED 1 P-XXX MECHANICAL EQUIPMENT TAG 0 EQUIPMENT TAG - SCHEDULED DETAIL � I�� CONSTRUCTION FLAG NOTE 1 A i REVISION FLAG LIGHT FIXTURE TAG: AT PE, 250=WATTAGE (X PLACES) X=NUMBER OF PLACES FLAG NOTE APPEARS ON REFERRED DRAWING SCALE "11(-3,30,( -- DRAWIN A DETAIL/SECTION LETTER/NUMBER - DETAIL/SECTION LEVER/NUMBER E1!EJ DRAWING WHERE DETAIL 0R SECTION APPEARS DRAWING WHERE DETAIL OR SECTION IS TAKEN FROM qg 01/19 CJIC ueci ABBREVIATIONS: A AMP NIL WHITE INDICATING LIGHT A-B ALLEN-BRAN!. FY WP WEATHER PROOF AL AT ARM XFMR TRANSFORMER A4 AMBER INDICATING LIGHT XP EXPLOSION PROOF A L.F. ABOVE FINISHED FLOOR YIL YELLOW INDICATING LIGYTT APPRO X APPROXIMATELY PIPE SECTION )' Ff'TING AUX AUXTI IARY 0 PHASE CONDUIT CB CIRCUIT BREAKER CFM CUBIC FEET PER TAINUTE C-H CUTLER -HAMMER CHNL CHANNEL CKT CIRCUIT GER COLOR CR CONTROL RELAY CNDTR CONDUCTOR CTRL CONTROL CO CONDUIT ONLY COMP COMPRESSION CONN CONNECT, CONNECTION CP CONTROL PANEL DFD DEDICATED DP DISTRIBUTION PA.-BO4RO EA EACH EF EXHAUST FAN EMT ELECTRIC METALUt. 'DOING HI EXHAUST EXIST EXISTING EVER FULL ``✓OI TAGS, NON R'(2ERSIN'G GFI GROUND FAULT INTERRUPTER GL GREEN INDICATING LIGHT GNU GROUND GELS GALVANIZED RIGID STEEL ISR INTRINSICALLY -SAFE RELAY IG ISOLATED GROUND H HORN 110A HAND-0F F-AUTO HP HORSEPOWER HA HIGH LEVEL ALARM HTP HEAT TRACE PANEL HER HEATER I/O INPUT/OUTPUT KO KNOCKOUT LK FAK L5 LEVEL SWITCH JB JUNCTION BOX LC LIGHTING CONTACTOR LV LOW VOLTAGE LVL LEVEL MCC MOTOR CONTROL CENTER MCP MOTOR CIRCUIT PROTECTOR MOMEN MOMENTARY MON MONITOR NC NORMALLY CLOSED NTS NOT TO SCALE OL OVERLOAD CPER OPERATOR PB PIISFIBUTTON OR PULL BOX, PANELBDARD PDT POLE DOUBLE -THROW PER PHASE FAIL RELAY PH PHASE PLC PROGRAMMABLE LOGIC CONTROLLER PNL PANEL PP POWER PANELB0AR0 PR PAIR PS PUMP STATION P7 POINT' PVC POI YV,NYL CHLORIDE RE0 REQUIRES RILE RED INDICATING LIGHT RTM RUNNING T.ME METER RVNR REDUCED VOLTAGE, NON REV RSING SH SHIELDED 5 SPARE. 5Q'D SQUARE D ST SHUNT TRIP CIRCUIT BREAKER STA STATION STRT SIRAIGH TB TERMINAL.. BOARD TDR TIME DELAY RELAY IWSP TWISTED SHIELDED ''AIR TWST TWISTED SHIELDED THREE CONDUCTOR TIP TYPICAL LION UNLESS OTHERWISE NOTED V VOLT x' WATT / WITH WHM 'WATT-HOUR METER W.H. WESTINGHOUSE DA DESCRIPTION OF REV1510N5 CA 0 0 25.41rmm IF ELIIS BAR IS NOT DIMENSION SHOWN, ADJUST SCALES ACCORDINGLY LEECSmlNcE uENNNNGINEEERiSULTA0TING NC EC DATE: Kennedy/Jenks Consultants Engineers & Scientists 530 South 336th Street Federal Way, Washington 98003 The Burlington Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITES ELECTRICAL ABBREVIATIONS AND SYMBOLS LIST 100% DESIGN REVIEW AUGUST 23, 1999 DRAWING NUMBER E-0 MAINTENANCE PAD DETAIL SCALE: N.T.S. DATE A 5 WATT HEATT8ACE IF 21 2 3/4-PVC, 2N12, IMI2GND --- SEE SHEET L2 FOR MORE DETAILS AND SIMILARITIES -i/41GRS, .194xH11W, 198GND GRS. 388XHHW, 1110GND 2-I/21PVc;SCH 80), 3,y4/0, 194GND ENLARGED ELECTRICAL PLAN SCALE: 1"=15' DESCRIPTION OF REVISION SCALE BAR: 0 1" 0 25.4mm 4 [HIS BAR IS NOT OIMEN90N SHOWN, ADJUST SCALES ACCORDINGLY INC. ELECTAFCAL CONSULTANTS CA$NE ENGINEERING, .acme, jam NGR: JMF/MAD ORKN: R 'IKD: BY SF APPRI OA 2-1/2-PVC (%H80), 394/0, 194 END. PP- PGRS, 318 XHHW 1910 CND. CKVA 0V-208V/12o0. 30, 4W 2 ITEM 1 QTY PARTIAL BILL OF MATERIAL MANUFACTURER PART N0. DESCRIPTION I 1 1 LOT SQUARED -LINE 480V, 30, 225AMP PANEL BOARD HCM2713-2MN INTERIOR ASSEMBLY HC327300P 1 32,Nx8-1/4'D NEMA 3R BOX AS REQ HNM4E , BLANK FIVERS HC2SN I SOLID NEUTRAL ASSEMBLY ''. PKI5GTA6 EQUIPMENT GROUND BAR 4 i FA32020 20A BRANCH BREAKER ' 2 EA32040 FDA BRANCH 3REAKER '2 1 SQUARE D 30T2F 1480-208/120V TRANSFORMER 301(VA, NE4P. 3R 3 1 LOT SQUARE D Q.- LINE 1208/12CV, 30, 100AMP PANEL BOARD N000311002MB ii00A-3P) III MAIN BREAKER ADAPTER KIT ND0043011100CUS ', INTERIOR MH2'3WP 20"Wx6-1/210 NEMA 3R ENCI OSIER 1,1H29TF '', 20DNx6-1/210 INTERIOR 'RIM KIT PK126TA '', EQUIPMENT GROUND BAR 00FP I FILLER °LATE AS RED 6 000120 120A BRANCH BREAKER (SINGLE POLE) 4 0003320 L 20A BRANCH BREAKER (THREE POLE) 4 I2 AMER. BLACKBURN 7513 1111r03/4" COPPER CLAD STEEL GROUND ROD 1-1 /4"PPS. 4 7_ xHtIW ee// 198 END. P-IV ONE -LINE DIAGRAM N.T.S. Kennedy/Jenks Consultants Engineers & Scientists 530 South 3361h Street Federal Way, Washington 98003 TheBurlington. Northern and Santa Fe Railway Company WASH AND MAINTENANCE PAD FACILITIES GENERAL NOTES: 1. FOR ABBREVIATIONS, LEGENDS AND .SYMBOLS SEE PLAN EQ_ 2. EQUIPMENT CONNECTIONS ON THIS PLAID SHAH BE 3/4' L14UIDTFFE FLEX U_O.N. 3 ALL CONDUIT THIS SHEET SHALT. BE GRS WHEN ABOVE GRACE INSTALLATION IS SHOWN AND PVC SCHEDULE 80 IN BELOW GRADE INSTA11AT10NS. CONSTRUCTION NOTES: r' CONTRACTOR SHALL PROVIDE AND INSTALL EQUIPMENT,. CONDUIT, WIRING, ETC. (AS PER SHEET E-2) WIP" THE FDLLDYIING EXCEPTIONS. ALL. ROUTING ON SHEET E-2 OF POWER CONDUITS TO PP--HV AND PP-LV SHAI.I.. BE ROUTED TO NEW PANELS LOCATED ON THIS SHED. HEAT TRACE SHALL COMPLY WITH REQUIREMENTS FOUND ON MECHANICAL. AND CIVIL DRAWINGS AND ROUTED ACCORDING TO MECHANICAL AND CIVIL SHEETS DETAILS. 2 CONTRACTOR SHALL REFERENCE BR1 OF MATERIALS ON SHEET E-2 FOR BILL OF MATERIAL FOR BUILDING. DENOTE ON FLAG NOTE 1, PARTIAL BILL OF MATERIALS IS FOR THIS SHEET ONLY L%CONTRACTOR SHALL PROVIDE AND INSTALL ALL HARDWARE, �-� CONDUIT, WIRE AND CONNECTORS TO EXISIING 480'V INF FROM EXISTING POLE MOUNTED 50 kVA TRANSFORMERS. PROVIDE WFATHT-RHEAD, CONDUIT RISER (RGS) AND RISER MAWS FOR INSTALLABON. ROUTE CONCUR AND WIRE FROM EXISTING POLE MOUNTED 50 kVA TRANSFORMER 10 NEW' PP-F1V AT WASH BUILDING. COORDINATE INSTALLATION WITH O'IHER DISCIPLINES 10 INSTALL BURIED CONDUIT. 1E> CDN1RACT0IR SHALL PROVIDE AND INSTALL 5 WATT HEAT TRACE BY CHEMOL#X ON ALL EXPOSED WATER PIPE. PROVIDE END BARRIERS AND POWER KITS. WIRE PER DETAIL 1. PROVIDE 20A GFI CIRCUIT BREAKER .4T PP-1V, FOR HEAT TRACE POWER. ELECTRICAL PLAN TUKWILA NON ,- G 19" 100% DESIGN REVIEW AUGUST 23, 1909 DRAWING NUMBER E-4 OF