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Specifications - REeR!FD JUN 302010 ` �r :'':_'• •\` rii\ : : ::i Structural Calculations for Canyon Auto Body Heater Unit Support 11643 SW Pacific Highway (99W) Tigard, Oregon c-i._ cot-AkEi_q June 28, 2010 00=c1 ,Z D SIGN PARAMETEI S _ Q-3 2 7 Oregon S Spec t x 11 1 b r2 0 • d F GARD .� Heater Unit Weight 9 1 Ibs 5 .' t S ' mic Coefficient S d 0.706 Approved • •.. •-• t Y / W m r Conditionally Apprm ed ( 0e m See Letter to: Follow • G • c m A-c _ i Z 8 : 1 > Permit Nu : �L P •1 t r_1 .,� C) v `u u a a co 8 LL : a By: - Date: AM f A ui 2 ° r_ a _ a- 6' v a c o c a E m c 0 c ° E" m v m 9 E c u- a 3. 5 i c — c o o OFFICE COPY 12152 - w � � � J2 � a ku i = N I - N c N . RUCTURA i N � S ' a 0 0 0 0 a a a a a a 0 a ��, PROF _.. Scope of Work: \ \4G 1 , 4 is The attached calculations pertain to the support of a new 970# rooftop mechanical unit in < • 9 85 5 I , support of a new freestanding spray enclosure. This scope of work does not include any . analysis of the spray enclosure or foundation anchorage, or any analysis of existing portions of structure to remain. IF „ " I ‘ ` 09� 1o, � 0 # R ONR NP EXP: 6/30/ — — By: /\'L Date: IIJ\ C 0 EN Chk: Date: Consulting Engineers Job #: /311 l.v (503) 968 -9994 (phone) (503) 968 -8444 (fax) Sheet: Of: Lpb Lh rr (tat W aL) # M 1.1 $low► A s sty 5 Cc..e3NL- Ac (-61 v►1rr 4 1 1 3" I s st r ' e i BY 1` DATE JiA d U _ EN ( LNG"( ) /LTrc CHK BY DATE — __ Consulting Engineers JOB NO /J //o (503) 968 -9994 p (503) 968 -8444 f C OF SHEET WET Ck:. t 2.4' /ks�► , �3Z L UN' = C a 9 j 1S A ��► c-► USE coi-A S 1+4 L 9:551 51 Z b 0.513 poi -r 1/4.0 ) ( 3 - 43 t (.0 -- - 3 `5 gca� „PL# 01) S,,L.,O ■ ( " ) i BY Av. DATE GitrN � iii/(71D 4 0 _ EN (.40—) y ou SYPLI CHK BY DATE __ Consulting Lngineers JOB NO 11711 (503) 968-9994 p (503) 968 -8444 f SHEET CL OF I I 5 95 1/5.L C 0Er 1.10)1 () a p ) tO tea( z� �) C3) IA L IL? (p t- 0,353 W? 0,5 Cs 54/.- OidS f 001 U -AFT CA-16..4 1(4- '5Lift s c2.- coot � �1�L ti .31;1-1c 17 ZV 0LeuFT , BY n�2 DATE (-ILLY I&Jr 1DI CHK BY DATE — — Consulting E JOB NO /011 4p (503) 968 -9994 p (503) 968 -8444 f SHEET 3 OF otpo US smc)s. )_1 sr - 541)(5" vp. . 35 5 lc >)t1 3 /3sE iaai k--Lx ()(20" E� E� I� ---►- -4 e I o K4: e � BY /" 1� DATE CO /Ley)17 _ EN AJrJ CHK BY DATE — _ 11-11d Consulting Engineers JOB NO /0 8 to (503) 968 -9994 p (503) 968 -8444 f SHEET C4 OF I I Steel Beam Design _ Lic. # : KW -06005543 ENERCALC, INC. 1983 -2009, Ver: 6.1.01 Description : Unit Support Beam, L = 24', Lateral License Owner : hayden consulting engineers Material Properties Analysis Method : Allowable Stress Design Calculations per IBC 2006, CBC 2007, 13th AISC Beam Bracing : Completely Unbraced E: Steel Yield 50.0 ksi Bending Axis : Minor Axis Bending E: Modulus : 29,000.0 ksi Load Combination 2006 IBC & ASCE 7 -05 • 1 0142 snan7 W6X15 rl 1 ■ Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 0.3420 k 12.0 ft DESIGN SUMMARY _ -- _ Desi • n OK Maximum Bending Stress Ratio = 0.189:1 Maximum Shear Stress Ratio Section used for this span W6X15 Section used for this span 6X15 1 W6 Mu : Applied 2.052 k -ft Vu : Applied 0.1710 10 k Mn / Omega : Allowable 10.833 k -ft Vn /Omega : Allowable Load Combination 62.296 k +D Load Combination +D Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.634 in Ratio = 453 Max Upward Total Deflection 0.000 in Ratio = 0 <180 ................. Maximum Forces & Stresses for Load Combinations -- �. - Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max May Mny /Omega Cb Rm Va Max Vny Vny Shear Vny /Omega Overall MAXimum Envelope Dsgn. L = 24.00 ft 1 0.189 0.003 2.05 2.05 18.09 10.83 1.32 1.00 0.17 93.44 62.30 +D Dsgn. L = 24.00 ft 1 0.189 0.003 2.05 2.05 18.09 10.83 1.32 1.00 0.17 93.44 62.30 +D+L+H Dsgn. L = 24.00 ft 1 0.189 0.003 2.05 + 0 + L r 2.05 18.09 10.83 1.32 1.00 0.17 93.44 62.30 Dsgn. L = 24.00 ft 1 0.189 0.003 2.05 2.05 18.09 10.83 1.32 1.00 0.17 93.44 62.30 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination D Only 1 Max. '+'' Defl Location in Span 0.6344 12.000 0.0000 0.000 _ Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only Max. Upward Defl Location in Span y 1 0.6344 12.000 0.0000 0.000 . Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.171 0.171 D Only 0.171 0.171 CI Steel Beam Design Lk. # : KW - 06005543 ENERCALC, INC. 19832009, Ver: 6.1.01 Description : Unit Support Beam, L = 24', Point Load Case License Owner : hayden consulting engineers Steel Section Properties : W6X15 • Depth = 5.990 in I xx = 29.10 in "4 Web Thick = 0.230 in S xx 9.72 inA3 Cw = 76.50 in = 0.101 in Flange Width = 5.990 in R xx = 0.58 . Flange Thick = 0.260 in _ 2.560 in Zx - 10.800 inA3 Area = 4.430 i02 I yy = 9.320 in "4 Weight = 15.080 plf Syy = 3.110 inA3 Kdesign = 0.510 in R yy = 1.450 in w = 8.580 in"4 S K1 = 0.563 in = 3.340 104 rte = Z y = 4.750 in "3 Qf = 2.150 103 1.660 in rT 1.610 in Ycg = 2.995 in Q " = 5.320 inA3 C� Steel Beam Design Lic. # : KW - 06005543 ENERCALC, INC 1983-2009, 'Ver: 6.1.01 Description : Unit Support Beam, L = 24', Point Load Case License Owner : hayden consulting engineers Material Properties Analysis Method : Allowable Stress Design Calculations per IBC 2006, CBC 2007, 13th RISC Fy Beam Bracing : Completely Unbraced E: : Steel Yield : 50.0 ksi Bending Axis : Major Axis Bending E: Modulus ; 29,000.0 ksi Load Combination 2006 IBC & ASCE 7 -05 q i s _ I Span = 24.0 ft W6X15 Applied Loads , . � - __._..._ ......... ... . - r) Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.680 k aA, 12.0 ft D ESIGN SUMMARY ` Design OK Maximum Bending Stress Ratio 0.384.1 Maximum Shear Stress Ratio = - Section used for this span W6X15 Section used for this span 0.015. 1 Mu : Applied 5.166 k - Vu : Applied 0.5 Mn / Omega : Allowable 2 k 13.448 k - Vn /Omega : Allowable i Load Combination 27.554 k Location of maximum on span 12.0 Oft Location Combination maxon +D Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.538 in Ratio = 534 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Summary Vnx Shear Vnx/Omega Overall MAXimum Envelope Dsgn. L = 24.00 ft 1 0.384 0.019 5.17 5.17 22.46 13.45 1.27 1.00 0.52 41.33 27.55 +D Dsgn. L = 24.00 ft 1 0.384 0.019 5.17 5.17 22.46 13.45 1.27 1.00 0.52 41.33 27.55 Dsgn. L = 24.00 ft 1 0.384 0.019 5.17 5.17 22.46 13.45 1.27 1.00 0.52 41.33 27.55 +D+Lr+H Dsgn. L = 24.00 ft 1 0.384 0.019 5.17 5.17 22.46 13.45 1.27 1.00 0.52 41.33 27.55 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. " Defl Location in Span Load Combination . D Only 1 Max. " +' Defl Location in Span 0.5385 12.120 0.0000 0.000 Maximum Deflections for Load Combinations Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Onl y 1 Max. Upward Defl Location in Span 0.5385 12.120 0.0000 Vertical Reactions • Unfactored 0.000 Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.521 0.521 D Only 0.521 0.521 r Steel Beam Design Lic. # : KW ENERCALC, INC. 1983 -2009, Ver. 6.1.01 Description : Unit Support Beam, L = 24', Lateral License Owner : hayden consulting engineers Steel Section Properties : W6X15 Depth = 5.990 in I xx F. 29.10 in "4 Web Thick = 0.230 in S xx 9.72 in "3 J = 7 in "4 Cw Flange Width = 5.990 in R xx = = 76.50 in "6 a Thick = 0.800 in Flange 0.260 in Zx = 10.800 inn Area = 4.430 in ^2 I yy = 9.320 in "4 Weight = 15.080 plf S yy = 3.110 in "3 Wno = 8.580 in ^2 Kdesign = 0.510 in K1 = 0.563 in Zy = 4.750 inn Qf = 3.340 1,04 � = 1.660 in rT = Qf = 2.150 inn in Qw = 5.320 inn Ycg = 2.995 in r11 Steel Beam Design ENERCALC, INC. 1983-2009, Ver: 6.1.01 Lic. # : KW -06005543 License Owner : hayden consulting engineers Description : Unit Support Beam, L = 24' Material Properties Calculations per IBC 2006, CBC 2007, 13th AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 DM e5) t t t' 4 A W6X15 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0850 k /ft, Extent = 8.0 - -» 16.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.351: 1 Maximum Shear Stress Ratio = 0.019 1 Section used for this span W6X15 Section used for this span W6X15 Mu : Applied 4.486 k - Vu : Applied 0.5210 k Mn / Omega : Allowable 12.783 k -ft VnlOmega : Allowable 27.554 k Load Combination +D Load Combination +D Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.518 in Ratio = 556 i Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 24.00 ft 1 0.351 0.019 4.49 4.49 21.35 12.78 1.21 1.00 0.52 41.33 27.55 Dsgn. L = 24.00 ft 1 0.351 0.019 4.49 4.49 21.35 12.78 1.21 1.00 0.52 41.33 27.55 +D+L+H Dsgn. L = 24.00 ft 1 0.351 0.019 4.49 4.49 21.35 12.78 1.21 1.00 0.52 41.33 27.55 +D+Lr+H Dsgn. L = 24.00 ft 1 0.351 0.019 4.49 4.49 21.35 12.78 1.21 1.00 0.52 41.33 27.55 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " ' Defl Location in Span Load Combination Max. '+" Defl Location in Span D Only 1 0.5179 12.120 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span " D Only 1 0.5179 12.120 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.521 0.521 D Only 0.521 0.521 (- 1 . Steel Beam Design LiC, # ; KW - 06005543 ENERCALC, INC. 1983-2C09, Ver: 6.1.01 License Owner : hayden consulting engineers Description . Unit Support Beam, L = 24' Steel Section Properties : W6X15 Depth = 5.990 in I xx a. 29.10 inA4 Web Thick = 0.230 in J = 0.101 inA4 Flange Width = 5.990 in R xx = 2.560 in "3 Cw = 76.50 in"6 Flange Thick = 0.260 in 00 in Zx = - 10.800 inA3 Area = 4.430 inA2 I yy = 9.320 inA4 Weight = 15.080 pit g yy = 3.110 " 3 Kdesign = 0.510 in R yy = 1.450 in Wno = 3.380 in 2 K1 = Sw = 3.340 in rts = 0.563 in Zy = 4.750 in "3 a = 2.150 in "3 1.660 in rT = 1.610 in Ycg = 2.995 in �^ = 5.320 in "3 r —1 Conterminous 48 States 2005 ASCE 7 Standard .lip Code = 97223 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05000000074505806 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.944 (Ss) 1.0 0.340 (S 1) Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =Fvx Sl Site Class D Period Centroid Sa (sec) (g) 0.2 1.060 (SMs, Fa = 1.122) 1.0 0.584 (SM1, Fv = 1.721) Spectral Response Accelerations SDs and SD 1 SDs = 2/3 x SMs and SDI = 2/3 x SM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.706 (SDs) 1.0 0.390 (SD 1) I - 1 HA � V� ° EN CAL-Plow 1�J�J �� By , Z Date (0/123/10 J — — Consulting Engineers L' ! Project # Iv! I (o P: (503) 968 -9994 F: (503) 968 -8444 Page CS of � � RECEIVED GENERAL NOTES JUN 3 0 2010 DE.)IGN STANDARD 2007 OREGON STRUCTURAL SPECIALTY CODE CITY OF IIGARU BUILDING DIVISK DESIGN CRITERIA � �+ ©PR 1 . DESIGN GRAVITY LOADS, UNLESS NOTED OTHERWISE: 5�, I N a. EQUIPMENT LOADS g 25 1 I. HEATER UNIT 970LBS 2. SEISMIC CRITERIA CF 20 kr a. Ss 0.944 ON R. ‘AP b. S1 0.340 C. SITE CLASS D [EXPIRES: 6/30/(1 d. Sds 0.706 K1 k _ 04 e. Sdl 0.390 f. ANALYSIS PROCEDURE LINEAR STATIC g. SEISMIC DESIGN CATEGORY D h. BASIC SEISMIC FORCE RESISTING SYSTEM i. NON - STRUCTURAL (DRY -SIDE COMPONENTS) ii. R =6.0, ap = 2.5 GENERAL 1. THESE STRUCTURAL NOTES ARE A SUPPLEMENT TO THE SPECIFICATIONS. 2. SPECIFICATIONS AND CODES REFERENCED IN THESE NOTES ARE THE VERSIONS MOST RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. 3. FIELD VERIFY DIMENSIONS AND ELEVATIONS RELATIVE TO THE EXISTING STRUCTURE PRIOR TO FABRICATION OF MATERIALS. 4. FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN, PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER OF RECORD. 5. APPLY, PLACE, ERECT, OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 6. ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST WIND AND LATERAL FORCES UNTIL THE PERMANENT FRAMING HAVE BEEN INSTALLED. 7. PAINT BOOTH ENCLOSURE, AND OTHER CONNECTION HARDWARE NOT SPECIFICALLY SHOWN SHALL BE BY OTHERS. IIII : �� D v" _EN C� ,� �o BY /1'1 /1'1 Date (0` Chk Date — — Consulting Engineers 1, 04'5 AL_ (—. -( Project # /,711 lo P: (503) 968 -9994 F: (503) 968 -8444 Page f..)) of '- STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: a. WIDE FLANGE SHAPES: ASTM A992, GRADE 50 b. BOLTS: ASTM A307 c. MISCELLANEOUS STEEL: ASTM A36 2. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" 3. ALL STRUCTURAL STEEL AND THREADED ROD TO BE HOT - DIPPED GALVANIZED OR STAINLESS STEEL UNLESS NOTED OTHERWISE. 4. ALL WELDS PERFORMED SHALL CONFORM TO THE AWS STANDARDS FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION AND SHALL BE 3/16" MINIMUM UNLESS NOTED OTHERWISE. 5. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS. 6. PREQUALIFIED WELDING PROCEDURES ARE TO BE USED, UNLESS AWS QUALIFICATION IS SUBMITTED TO THE ARCHITECT /ENGINEER PRIOR TO FABRICATION. CONCRETE ACCESSORIES: 1. NON - SHRINK GROUT: a. NON - SHRINK GROUT SHALL BE A PRE -MIXED COMPOUND CONSISTING OF NON- METALLIC AGGREGATE, CEMENT, WATER REDUCING AND PLASTICIZING AGENTS. b. NON - SHRINK GROUT SHALL BE CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,200 PSI IN 48 HOURS AND 6,000 PSI IN 28 DAYS. c. NON - SHRINK GROUT SHALL BE MIXED AND APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 2. POST INSTALLED ANCHORAGE SHALL BE OF THE TYPE DESIGNATED ON THE DRAWINGS OR ENGINEER - APPROVED EQUAL. ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND CURRENT ICC REPORTS: a. SIMPSON STRONG -TIE: i. SET EPDXY ADHESIVE (ICC REPORT # ESR -1772) ITHA d DE N c>JN� 4\1-0 BY AiL Date LOl po - - Consulting E ngineers Chk Date (I loLP, SA PAL IL) 1 Project # /on b P: (503) 968 -9994 F: (503) 968 -8444 Page fJ "L, of 9 SPECIAL INSPECTION PROGRAM REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION CODE or FREQUENCY IBC CODE STANDARD SYSTEM or MATERIAL REFERENCE REFERENCE Continuous Periodic REMARKS POST INSTALLED CONCRETE ANCHORS SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME, TYPE, AND DIMENSIONS, HOLE DIMENSIONS, COMPLIANCE INSTALLATION IN ICC WITH DRILL BIT HARDENED CONCRETE 1703.4.2 EVALUATION X REQUIREMENTS, AND COMPLETED 1704.13.3 REPORT CLEANLINESS OF THE MASONRY HOLE AND ANCHOR, ADHESIVE EXPIRATION DATE, ANCHOR /ADHESIVE INSTALLATION, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE STEEL FABRICATION OF REFER TO INSPECTION OF STRUCTURAL ELEMENTS 1704.2 X FABRICATOR REQUIREMENTS MATERIAL VERIFICATION 1704.3 ASTM A6 X CERTIFIED MILL TEST OF STRUCTURAL STEEL 2203.1 AISC 360 A3.1 REPORTS MATERIAL VERIFICATION OF ANCHOR BOLTS AND 1704.3 AISC 360 A3.4 X MANUFACTURER'S THREADED RODS CERTIFIED TEST REPORTS MATERIAL VERIFICATION MANUFACTURER'S OF WELD FILLER 1704.3 AISC 360 A3.5 X CERTIFIED TEST REPORTS METALS VERIFYING USE OF COPY OF WELDING PROPER WPS'S X PROCEDURE SPECIFICATIONS VERIFYING WELDER X COPY OF QUALIFICATION QUALIFICATIONS CARDS SINGLE PASS FILLET AWS D1.1 ALL WELDS VISUALLY WELDS LESS THAN OR 1704.3.1 SECTION 6 X INSPECTED PER AWS D1.1 EQUAL TO 5/16" 6.9 V EN_ By pt. Date b J p o p �II IIII � D C� �u Chk Date Consulting Engineers (( Project # n3)1 tO P (503) 968 -9994 F (503) 968 -8444 Page NS of Lt SPECIAL INSPECTION PROGRAM FOOTNOTES: 1. PROVIDE SPECIAL INSPECTION, SPECIAL TESTING, REPORTING AND COMPLIANCE PROCEDURES ACCORDING TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE WITH THE 2010 OREGON STRUCTURAL SPECIALTY CODE. 2. PRIOR TO THE BEGINNING OF CONSTRUCTION, REVIEW THE SPECIAL INSPECTION REQUIREMENTS WITH THE ARCHITECT, ENGINEER, BUILDING OFFICIAL, GENERAL CONTRACTOR AND SPECIAL INSPECTORS. 3. DUTIES OF THE SPECIAL INSPECTOR INCLUDE, BUT ARE NOT LIMITED TO: a. OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS. BRING DISCREPANCIES TO THE IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION. THEN, IF UNCORRECTED, THE ENGINEER AND TO THE BUILDING OFFICIAL. b. FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, ARCHITECT, ENGINEER, GENERAL CONTRACTOR AND OWNER IN A TIMELY MANNER. c. SUBMIT A FINAL REPORT STATING WHETER THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED, AND WHETHER THE WORK IS IN CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS. 4. DUTIES OF THE GENERAL CONTRACTOR INCLUDE, BUT ARE NOT LIMITED TO: a. NOTIFY SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE THE INSPECTION IS REQUIRED. b. MAINTAIN ACCESS TO WORK REQUIRING SPECIAL INSPECTION UNTIL IT HAS BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL. c. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB SITE. d. MAINTAIN JOB -SITE COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR. 5. DEFINITIONS: a. CONTINUOUS INSPECTION: THE SPECIAL INSPECTOR IS OBSERVING THE WORK REQUIRING SPECIAL INSPECTION AT ALL TIMES. b. PERIODIC INSPECTION: THE SPECIAL INSPECTOR IS ON SITE AS REQUIRED TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE. va a [ . �.AN -��1c� /S-)7J Chk 6` � Date d 1, .D 11 :11A Consulting Engineers I I t I L-1 L Project # � Pro /CD/ ! P (503) 968 -9994 F: (503) 968 -8444 Page of „.... v Lioe__ (tim-k) • e „(,.., 7 g-laloto 0) – --- --' I I —\– ------ -- l 1) 11 . \ . I ) \. J , ■ , Z — (”. - 1 S e Ro.*... Pita/Eysi 1....),Je..- .1 (m IN) . aoit......... 0 C0 9Agil 4-- S ITZL, RA 0 SI N Ts S. . . . BY Ai DATE CO/Lty, i _ , v , 1 - 1 I7, JA 0 D_EINI C/so•fa...) 4„,yr3 CHK BY DATE - - Consulting E_ngineers 11(94i 5L P/X— 4..) JOB NO 10 I1 LO (503) 968-9994 p (503) 968-8444 f SHEET S/C 0 OF • i a" 5- !i 14 � 3 um i CMS W0- 7 C\ l / / / /' / / / / // / / 1 / / / 7 / / I 3w 4� M CL Geist; �,aQ�ITta) t-- 3'_0 o Q..4-1��J "mo Z3' _23f" 5P rtc - ,...,,‘9,,,,i, ' {?I LAST ci- 4 " / / / ct - 8 / li N k r nq PROf c...7 GINS 0 ?1 - 11Pt -- PLOY QL..A..) 25 iii- " ' ,' I I - 1.-- !do,' 1 '9,p F' 10,1 ��� • 17 11/4 -1 "'t N P !EXPIRES: 6/30 A i BY a_ DATE (0/Z. _ HA U Q _ E N� ca,04t.) av -ro s_ v CHK BY DATE - — Consulting engineers 0 (4-1/4'1 S i ALW'1 JOB NO 101 I `p (503) 968 -9994 p (503) 968 -8444 f SHEET OF E0 EQ. M„) (14,) xaL el I / 5 ,, ,( Cap► .L E L1D �fG ANc.uaL w( 51M9.k0 4a - ALA L00 I T si Ch-1 �l C E L SEC • �. M) 0, Ai c. 1 TO EQ6e, COQ CI` L) • 4 �,� UR 1 1 EpPA Ott i v w 0 52 A sK3 1 o 17 4i„ Al: F O� 1 10 , J N R � EXPIRES: 6/30 BY DATE ( P/1 - 37/ ,HA 4 U EN CAY`��� A�J &D CHKBY DATE — — Consulting Engineers 1110ckl eAL 11k.►`-1 JOB NO /,]) J to (503) 968 -9994 p (503) 968 -8444 f SHEET OF • II L) L- 0 / / / / / / / / / / / / . / / / , J ` 1 �j� -o ± E)UST, &(CA FA ZA P�7S , \ _\ rt,T6tiP. UNIT ' J GrC q# ; GAO, 15 d► (4) 1tAL \ % ® -rtiP / ea 5 ar Fr . t•I / (A) ?Laces. Goh1< -T'S V iztr V / ALL DIM�4 /04$ ''Pro / "0 FiiN(aRicPrtj•L STtEL. w( NiEU -C.. S ,, x UC07 R 4 C 525 C ' , i PPi,�,n� Q�� ■ y 0 GO r ti • act > #3/41..1 I 4 1 6 • •10,2O 4. "'ON R. NP 1 EXPIRES: 6 /3U ( ' AA r l BY NC DATE bi rl1 i 0 _ EN l . ��J 6.0`100 rJ 67DL4 CHK BY DATE -- VriltA:d — Consulting Engineers 11 lo4 SW 1 1-11.".) \- 1 JOB NO 1011 (503) 968-9994 p (503) 968 -8444 f SHEET OF fa.. SvQ -6,-1 or�,idts. r 0' O IF 1 Mo)( OPAT `� s P►- AP c _ i / S 14.4 N1C ,_ ,, ,c, ......., F /IMF Sai 11 G ST i'' � �� a t-`► �- M �.,_i �la'��. C , i T A� I . v r (2.-)L 4)c -, tt 0 1 a---- V TO (Z) 3e TIau Lam._vi _ -tai 4r . 941 1l?.69) c - - iN �' `� i St:, � ,aT �, 52. SKI �� ii- � �, wr SR i l I 11 9 ' 7 : 10, ° N R. k l ` P / 'EXPIRES: 6130'01 1 HAd V e � \ �j BY /31 DATE V//' I o _ EM �o Ai ` D r� CHK BY DATE - - _ _ Consulti E ngineers l l l �4-� 5 w 'OIL 1-1v)\--1 JOB NO 1 X11 do (503) 968 -9994 p (503) 968 -8444 f SHEET OF 2 \7 1 Parts List _ ITEM QTY PART NUMBER MATERIAL DESCRIPTION p � C 1 1 9 x 14 Rear Wall Standard Back Wall for Automotive Spray Booth 14' l� Wide x 9' High tk j - TO T/ t- . 2 1 9x141nside Exhaust Plenum 9'h X 8'w Exhaust Plenum w/(16) 20 "x20" filter holes l l� �` -'�- t l 1� 3 1 Al212001 18 GA GALV STEEL ----A Type, Bolt Holes, Blank, 12W x 120E 1� �,{c�� a ED 4 2 A1808401 18 GA GALV STEEL A Type, Bolt Holes, Blank, W18" x L84" 5 2 A3608401 18 GA GALV STEEL - - - -A Type, Bolt Holes, Blank, W36" x L84" SUN 3 0 2010 6 1 A3612001 18 GA GALV STEEL - - - -A Type, Bolt Holes, Blank, W36" x L120" , -- 7 1 A3612011 18 GA GALV STEEL A Type, 36" x 120 "; with cut out for fan. —.� —� A N� f ( V� C 8 6 A4208401 18 GA GALV STEEL A Type, Bolt Holes, Blank, W42" x L84' CITY OF TIGARD 9 6 A4208405 -L A Type Panel Weldment with Standard Light, 42W x 84L BUILDING DIVISION 10 I 4 A4212001 18 GA GALV STEEL A Type, Bolt Holes, Blank, W42" x L120" 11 1 DA360820300 -RL Mandoor Assy -New Style (RIGHT OR LEFT) • 12 ' 1 FACIA -VALUE Facia 14W x 10.5H for single wall applications with O B Barn Doors B 13 1 FAN32.1 FAN 32.1 shown with 5HP Motor CO 14 1 JA0203601 18 GA GALV STEEL 1.875" x 1.875" x 35.9" long - 18 Gauge Galvanized 0i angle for Joining A panels and general panel connection '4-0110 15 1 JF201801 18 GA GALV STEEL J Type, 18" Floor Rail or Plenum Ceiling Panel Rail, Q 5/16" holes on 6" centers, .5" holes on 42" centers O 16 1 JF203001 18 GA GALV STEEL J Type, 30" Floor Rail or Plenum Ceiling Panel Rail, jak VI 5/16" holes on 6" centers, .5" holes on 24" centers NIP 17 1 JF208401 18 GA GALV STEEL Floor Rail, 84 long 18 4 JF212001 18 GA GALV STEEL J Type, 120" Floor Rail or Plenum Ceiling Panel Rail, 5/16" holes on 6" centers, .5" holes on 42" centers 19 4 K3403651 18 GA GALV STEEL - - - -K Type, Gable Panel, 36" Wide ''.-!!!I 20 5 K3408451 -L K Type, Gable Panel 34" x 84" with standard light cut . a , °` 22 1 StdSemilntake- pressurize +� i :PIMP'''. 23 1 K3408452 -L K Type, Gable Panel 34" x 84" Class 1 Division 2. 4 `` ' 1 I ii. ON 4 ;! - Tube light cut out . 11+1 • < e a+� tat 19 '. a a1 0 , @. 0 .7 *-------- [I . .„- i ,„..... n ...._ O a kir 4 • .-.----: c )---- .‘ o 4-10 , 0 W. .. l 'I O A �• )1.1 A G PUNCH PRESS BREAK WELD POWDER COAT SHIPPING • -,.., I MATERIAL: I QTY PART NUMBER: SSDRE27IP DESCRIPTION: SEMI DOWN DRAFT - 27'L x 14W x 9'H DRAWN BY: DATE 2/16/2004 CUSTOMER: CHECKED BY: _ DATE: SIZE: A I USED ON: REV: SHEET 1 OF 8 DRAWING LOCATION: C: \Vault Work \Designs \Units \Semi Down \SSDRE27IP idw 4\ 1 1 I 2 I 3 \17 4 I 5 I 6 Parts List ITEM QTY PART NUMBER _ DESCRIPTION A 1.1 — 1 V3112601 door jamb skin, car booth, product door A mounting holes, anchoring holes, no sign mounting holes, right 1.2 1 V3112601 -SBA Support Brace Angle for V3112601 Door Jamb Skin 2.1 1 V3112601_MIR doorjamb skin, car booth, product door mounting holes, anchoring holes, no sign — mounting holes, right — 2.2 1 V3112601- SBA_MIR Support Brace Angle for V3112601 Door Jamb Skin, Mirrored CID 3 1 DA5510702 Barn Doors, 111.168" x 107.056 "h, with Hinges, CO Latches, Left and Right Door, Solid w/ windows \ 4 1 U1811104 Header skin, 18.24W x 111.68LG, mounting pilot B holes for two brixon latches B 5 2 LBL Large Explosion Venting Latch • • I • I • I� t i;l `-. t:� i r i • I III , V.- 11 CI D I :� I;! e ';'S ' - 1 E E PUNCH PRESS BREAK WELD POWDER COAT SHIPPING MATERIAL: QTY PART NUMBER: FACIA -VALUE DESCRIPTION: Facia 14'W x 10.5H for single wall applications with Barn Doors DRAWN BY: rick DATE 2/22/2006 CUSTOMER: F CHECKED BY: DATE F SIZE A I USED ON REV (SHEET 5 OF 8 DRAWING LOCATION: C:\Vault Work \Desi.ns \Units \Semi Down \SSDRE27IP.idw 1 2 3 „ 4 5 6 2 V t B B Iti lskis44NHolooloo. O IIIIIIII ,, . O G 4 2 444, A 1 A 0 PUNCH PRESS BREAK WELD POWDER COAT SHIPPING MATERIAL: QTY PART NUMBER: SSDRE27IP DESCRIPTION: SEMI DOWN DRAFT - 27'L x 14'W x 9'H DRAWN BY: DATE: 2/16/2004 CUSTOMER: CHECKED BY DATE. SIZE: A USED ON REV: SHEET 2 OF 8 DRAWING LOCATION: C: \Vault Work \Designs \Units \Semi Down\SSDRE27IP.idw 2 1 . 2 + 1 ::. , Parts List ITEM QTY PART NUMBER MATERIAL DESCRIPTION 1 2 A0612001 18 GA GALV STEEL - - - -A Type, Bolt Holes, Blank, 6 "W x 119.804 "L 2 4 C1803601 18 GA GALV STEEL C Panel, 18" X 36" - (In Multiples of 4) 3 2 E1006001 18 GA GALV STEEL - - - -E Type, Blank Face, 9.875" x 60" 5 1 FG6010001 Filter Grid, (2x5), 40 x 100 6 1 H1812001 18 GA GALV STEEL - - - -H Type, Rear cover panel for Sidedown and Semidown plenums'' - 7 2 JA0207201 18 GA GALV STEEL 1.875" x 1.875" x 72.00" Long, 6in Bolt Hole Centers - 18 Gauge Galvanized Angle 9 2 R3011901 Assm Explosion Venting Panel Assembly with Hinges and rivets, A0612001 & R3011901 10 15 IN -20 Default _Series A Intake Panel Filter - 20" X 20 " -(20 /Box) B B 4 O © i 0 400 ! . - , )'''''NtN.,, , ,, ,,„,,,,,,,: O <-- . ..00 .../.4"*44....„ ., , ...m...,...:„......A._. • :000: •:x•- - ---,.... ,,,„ . . 0, . .. ' . • © CO A A fil PUNCH PRESS BREAK WELD POWDER COAT SHIPPING MATERIAL QTY PART NUMBER: StdSemilntake- pressurize DESCRIPTION: DRAWN BY Tyler DATE: 9 /30/2005 CUSTOMER: CHECKED BY DATE SIZE A USED ON: 'REV : SHEET 7 OF 8 DRAWING LOCATION: C: \Vault Work \Designs \Units \Semi Down \SSDRE271P.idw 2 1 1 2 1 1 • t 00 , "." ... , T . 1 B 0 ___ 000,0".< i r o I . • .:: ID 0 111 1 0 I A- m ' PUNCH PRESS BREAK WELD POWDER COAT SHIPPING 0 PART NUMBER: SSDRE27IP MATERIAL: QTY DESCRIPTION: SEMI DOWN DRAFT - 27'L x 14'W x 9'H © DRAWN BY. DATE: 2/16/2004 CUSTOMER: CHECKED BY: DATE: SIZE: A I USED ON REV: !SHEET 3 OF 8 DRAWING LOCATION: C: \Vault Work \Designs \Units \Semi Down \SSDRE27IP.idw 2 Li\ 1 . 2 1 / / • m 4,,,,,\ ) 0 • O i +! / 0 N. I: ! // N. I l I � ���/ / 0 / ... �1 1-1-. 0 [i ■.....'! l� `` 0 !fi'''r., c5 / . .N.,,.... r�r 0 O� C9 .. -- N.., ,.. 7 1111 0 A 0 A • PUNCH PRESS BREAK WELD POWDER COAT SHIPPING MATERIAL: QTY PART NUMBER: SSDRE27IP DESCRIPTION: SEMI DOWN DRAFT - 271 x 14'W x 9'H DRAWN BY DATE. 2/16/2004 CUSTOMER: CHECKED BY I DATE SIZE. A I USED ON REV 'SHEET 4 OF 8 DRAWING LOCATION: C: \Vault Work \Designs \Units \Semi Down \SSDRE27IP.idw 2 4 1 • • • 1 I 2 1 3 4 I 5 I 6 Parts List ITEM QTY PART NUMBER DESCRIPTION A 2 1 FG8008001 - - -- Filter Grid, (2x4 grids) 80" x 80" A 4 1 JB208001 Bottom Rail ,2" tall x 80" long, for Plenum Filter Grids • 6 1 K3401251 - - - -K Type, Gable Panel, 12" Wide 7 2 K3403651 - - - -K Type, Gable Panel, 36" Wide 8 2 V1202401 Side Down Chimney Stack Extension • 9 1 V3708402 - - - -V Type, Side Plenum Panel, Manometer _ Placement Holes, Left Side O ® — 1 1 2 JB210001 Bottom Rail, 2" tall x 100" long 0 13 1 JA0208001 1.875" x 1.875" x 80" long - 18 Gauge Galvanized angle for Open Face Booths O �� V 0 (Multiples of 12) 14 1 V3708402_MIR - - - -V Type, Side Plenum Panel, Manometer ,, B Placement Holes, Right Side B \ \ 16 4 JA0201201 1.875" x 1.875" x 11.9" Long, 6in Bolt Hole _ Centers - 18 Gauge Galvanized Angle yam '@ 17 2 D0702401 D Type, 7" x 24 -42" Brace for F. s (run in 14 ` � � °��'` 0010.0 multiples of 10 _ � `\ 22 16 ExFltrPntGrd w lk 23 1 MARK II 25 w /Logo, Manometer, Mark II 25 Spec, TP)) � 41) See Part Notes �,I - • . 1111/110 0 '� %/ jlll / /� " I DETAIL B • ai / pll 1 c ® 0 ` � 11/ I I I . i q / DI 1 o �� / / /ll / iM� ' 1 c ® 1 //11 1 ∎ 1;11/ III // i 1 0 • rn 40 , 1.. � / / fr ��� DETAIL A 0 = ® /�p / / t�uii� /�Il /�iii 0 0 °' / / / � I j l � II i 1 � / j l� �— � > I 1 fr , X, 0 0 \ 1 f ( ® / j ll � lii 0 6 //N IE! I r / D 0 � � 'z ,4 0 '00011.10 % o �. ;,i ■ II / / /!� 6 � 0 e ,., \ � u I / % / ji1 / j 0 �,D -%/ III ///;4 / 19 �� �i A % %i� / / /11 !/� t / / / I I � , 10.01140110000'.0111 % / /lu /� /ii /�/ /III / /, — /'III /�. " _ 16 / / 1 - ,, / In / 111 / /!s�� 0 EXPLODED VIEW / %i �1 III III �� /�IIl�� 1 / / III /� { , I 000.1/ / /i,i/ I / / E I / / /I // /III / '� 40I 11 0001 1 000 111 /0/11 / ! / , / I / I / I I E II - �,;�. I / / �. / // dl / / /i; / 1 0 ':0 /In iii / II 0 Vii/ Id lu / / / /I II/ /! j !� /lu/ /.. it / / /� / / / III /� Ill / / / I II � �� PUNCH PRESS BREAK WELD POWDER COAT SHIPPING III I / % /IN, I l IB % /o� II /u I /i ll // - MATERIAL: QTY II / d PART NUMBER: 9x141nside Exhaust Plenum 1 ILI1 O Il/ 111 /� DESCRIPTION: 9'h X 8'w Exhaust Plenum w/(16) 20 "x20" filter holes / / III /% DRAWN BY: Tyler DATE. 10/5/2006 F 111 / / n CUSTOMER: `I / d CHECKED BY DATE SIZE: A USED ON REV. 'SHEET 6 OF 8 F DRAWING LOCATION: C: \Vault Work \Designs \Units \Semi Down \SSDRE27IP.idw 1 2 I 3 4 I 5 I 6 1 I 2 \17 3 4 Parts List ITEM QTY PART NUMBER DESCRIPTION 1 1 U4411001 mir U Type, Booth Back Wall Corner Panel, Rear Left 3 1 U4411001 U Type, Booth Back Wall Corner Panel, Rear Right 1" 4 2 A4211001 A Type, Bolt Holes, Blank, W42" x L110" 5 1 JF212001 J Type, 120" Floor Rail or Plenum Ceiling Panel ' Rail, 5/16" holes on 6" centers, .5" holes on 42" centers 6 1 JF204801 J Type, 48" Floor Rail, 5/16" holes on 6" centers, .5" holes on 42" centers g f A A r I e^ P r r a J t y n 5 i g g O l 5 0 .- B 'a O B I. 6 0 • Rear Wall Full Assembly Exploded V eN H PRESS BREAK WELD POWDER COAT SHIPPING PART NUMBER: 9 x 14 Rear Wall MATERIAL: QTY DESCRIPTION: Standard Back Wall for Automotive Spray Booth 14' Wide x 9' High DRAWN BY: johnd DATE: 6/15/2005 CUSTOMER: CHECKED BY: DATE: SIZE: B I USED ON: (REV: (SHEET 8 OF 8 DRAWING LOCATION: C: \Vault Work\Designs \Units \Semi Down \SSDRE271P.idw 1 I 2 3 I 4