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Specifications 4,.eu,P,Faeg - 0 /20 7o S-tki 4'f RECEIVED S E P -2 2008 CITY OF TIGARD BUILDING DIVISION STRUCTURAL ENGINEERING CALCULATIONS MCDONALDS RESTAURANT TIGARD, OR. BYA# 08151 June 26, 2008 Prepared For: Stantec 4020 Lake Washington Blvd NE, c_O PRO,c Suite 305 �5 � Kirkland, WA. 98033 c Z " 7127 ' - '� IN � / � " I 194 t 4Fy RAE° BRAD YOUNG & ASSOCIATES, INC. EXPIRATION DATE 4 STRUCTURAL ENGINEERING 5070 N. Sixth Street, Suite 132 • Fresno. California 93710 • 559 -222 -9600 • 559- 222 -9633 Fax • www.byaengineering.com McDonalds Restaurant T.I. - removing existing cmu wing wall Tigard, Or Design Parameters Code = 2007 OSSC Wind = 105 -C, lw =1.0 Seismic = Site Class D Sd 0.706, Shc = 1 =1.0 R =5 (Existing) Steel fy (W.F.) A992 = 50 ksi, UNO Steel fy (Tube) A500 Grade B = 46 ksi, UNO Steel fy (Pipe) A53 Grade B = 35 ksi, UNO Steel fy (Misc.) A36 = 36 ksi, UNO High Strength Bolts = A325N Typical Bolts = A307 Concrete fc (Foundation) = 2500 psi, UNO Concrete fc (walls) = 3000 psi, UNO Concrete fc (Columns) = 3000 psi, UNO Concrete fc (Floor desks) = 3000 psi, UNO Rebar #3 bars = Gr. 40, fy = 40,000 psi, UNO Rebar #4 and larger bars = Gr. 60, fy = 60,000 psi, UNO Welded Rebar = A706 Masonry fm = 1500 psi, UNO Allowable Soil Bearing Pressure = 1000 psf(DL +LL) Note: The above material properties are typical properties and apply unless noted otherwise within this calculation package. The materials listed are not necessarily used in this design. Please see the following calculations for the • actual types of materials used for this specific design. BRAD YOUNG & ASSOCIATES. INC. Copyright 2008 Brad Young & Assoc., Inc. STRUCTURAL ENGINEERING Print Date: 6/26/2008 1320 W. Hemdon Ave. Suite 100 File Name: 08151.mcd Fresno, California 93711 (559) 222 -9600 (559) 222 -9633 Fax Engineer: TT Loading Roof Loading (existing) ( DLro o f LLroof Roofing 6.5 PSF Decking 2 • Joist 2 ,Ceiling 1.8 f - — Insulation 1 M &E &P 3 Miscellaneous 1.7 18 PSF LDead Load 20 PSF I Lire Load lb lb DL roof DL roof' ft D I-roof = 18 2 ft lb lb LL roof LL r oof' ft.. - LL 20 roof = 2 ft Snow Load C := 1.0 Ct := 1.0 I : =1.0 p := 25. psf Per Oregon Snow Code • LL snow Pg L Lsnow = 25 psf DLwall.wood 15•psf p lb L 1 wall.wood = 2 ft lb DLwall.cmu 78•psf DL wall.cmu = 78 2 ft • • BRAD YOUNG 8 ASSOCIATES,' INC. Copyright 2008 Brad Young & Assoc., Inc. STRUCTURAL ENGINEERING Print Date: 6/26/2008 1320 W. Hemdon Ave. Suite 100 • File Name: 08151.mcd Fresno, California 93711 (559) 222 -9600 (559) 222.9633 Fax Engineer: TT 2. • • The following calculations will address the following 1. Removal of existing cmu wing wall. Add new Lintel to support the new opening. 2. Verify connection of Lintel to existing wall if control joint is present. 3. All other work, if required or not addressed in this package, is by- others. No weight is being added to the structure to create additional seismic forces. No changes to the structures exterior geometry are part of this project and there will be no • changes to the wind forces. This analysis will assume the existing structure is adequate for the lateral loading because no changes are being made to the existing lateral resisting system. • • BRAD YOUNG & ASSOCIATES, INC. Copyright 2008 Brad Young & Assoc., Inc. STRUCTURAL ENGINEERING Print Date: 6/26/2008 1320 W. Hemdon Ave. Suite 100 File Name: 08151.mcd Fresno, California 93711 . (559) 222-9600 (559) 222 -9833 Fax Engineer: TT • 73 • Item 1: • Member 1 - CMU Lintel L := 5.75 •ft CMU Lintel - 8" block wDL DI- wall.cmu'3'ft + DI-roof 'ft 6 ft w = 684 L b ft 44 +6 lb WLL := LL r oof' 2 'ft wLL = 500 ft wsnow LLsnow' 442 6 ft wsnow = 625 ft governs L M :_ wDL + wsnow '72 M = 3606.568 Ib•ft w + w L V := ( DL snow' 2 V = 3763.375 lb f := 1500 psi F := f • psi F = 38.73 psi F := 24000 • psi j := 0.9 b := 7.625 CMU Block width d := V Required min Lintel depth d = 14.16 in (b•in)•F j d := 36 Use a Lintel Depth of 36 in • M•12• lb.ft K := K = 6.307 b•(d — 6) p := 0.0003 A := p•b•d•in A = 0.082in Use: 8" x 36" CMU Lintel w/ (2) #5 B BRAD YOUNG & ASSOCIATES. INC. Copyright 2008 Brad Young & Assoc., Inc. STRUCTURAL ENGINEERING Print Date: 6/26/2008 1320 W. Hemdon Ave. Suite 100 File Name: 08151.mcd Fresno, California 93711 (559) 222 -9600 (559) 222 -9633 Fax Engineer: TT CMU Lintel - Out of Plane Forces L = 5.75ft S := 0.944 USGS Seismic Hazard maps F := 1.122 := 0.706 Sd := l.o Wwall DI- wall.cmu' Fp := 0.4•Sds•l'Wwall F = 66.082 ft L M y := F s M = 273.103 lb•ft • Sy 12•In • (7 In) S = 116.281 in 3 0.7• M f b.y.pos S f b.y.pos = 19.729 psi 0.7. M f b.y. neg := S f b.y. neg = — 19.729 psi Fb := 3 •fm•Psi Fb = 500 psi b := 36 Width of section (height of Lintel) d := 7.625 Use block width M Ib•ft K := K = 4.256 b•(d — 3) p := 0.0003 A := p b •d •in 2 A = 0.082 2 Use continuous #5 rebar BRAD YOUNG 8 ASSOCIATES, INC. Copyright 2008 Brad Young & Assoc., Inc. STRUCTURAL ENGINEERING Print Date: 6/26/2008 1320 W. Herndon Ave Suite 100 File Name: 08151.mcd Fresno, California 93711 (559) 222-9600 (559) 222-9633 Fax Engineer: TT 7 Instead of using a CMU Lintel the contractor shall have the option of using a new steel beam to support the existing CMU wall and roof. Member 1 - Steel Beam Option L = 5.75 ft wDL Dl-wall.cmu'3 ft+ DI-roof 442 6 ft WDL = 684 L ft • 44 + 6 lb — wLL := LL roof' 2 • ft w = 500 ft w snow LL snow' 442 6 ft w snow = 625 ft governs Use: W6x9 minimum See Attached Member 2 - Steel Beam Option If the steel beam option is used. The contractor is to install an HSS 3x3x1/8 column to support the WF beam. The HSS will be attached to the existing CMU wall with (3) 3/4" dia bolts evenly spaced. These bolts will transfer all the vertical forces from the WF beam to the CMU wall. The HSS column will be nominally attached to the building slab, but will not be expected to transfer any shear forces. PDL wDL' 2 PDL = 1966.5 lb Psnow w snow' 2 P snow = 1796.875 lb PTL PDL + P snow P TL = 3763.375 lb Use: HSS 3x3x1/8 See Attached Allowable Loads for 3/4" dia bolts is discussed in Item 2 • BRAD YOUNG & ASSOCIATES, INC. Copyright 2008 Brad Young & Assoc., Inc. STRUCTURAL ENGINEERING Print Date: 6/26/2008 1320 W Herndon Ave. Suite 100 File Name: 08151.mcd Fresno, California 93711 (559) 222 -9600 (559) 222 -9633 Fax Engineer: TT Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the 'Settings' menu item Project Desc.: and then using the 'Printing & Project Notes : Title Block° selection. Printed. 26 JUN 2008, 1:26PM Steel Beam Design F' 0e0:IBVA1drawdngs1200810815ftCak 0 11151x8 9 ENERCALC, INC. 1983-2008, Ver. 6.0.19 Lic:. #: KW- 06004793 ., . , - _ ,`..,,.. - .4 License Owner,; BRAD YOUNG $ ASSOCIATES Description : Member 1 - Steel Beam Option Material Properties Calculations per IBC 2006, CBC 2007,13th AISC . Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral- torsion buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 - - i 1 W6X9 L_ . L i 5750ft 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 = 0.6840, Lr = 0.50, S = 0.6250 k /ft, Tributary Width = 1.0 ft DESIGN SUMMARY Desi ° n OK I Maximum Bending Stress Ratio = 0.351: 1 Maximum Shear Stress Ratio = 0.189: 1 j Section used for this span W6X9 Section used for this span W6X9 Mu : Applied 5.447 k -ft Vu : Applied 3.7896 k Mn / Omega : Allowable 15.540k-ft Vn /Omega : Allowable 20.060 k ' Load Combination +D +S+H Load Combination +D +S+H Location of maximum on span 2.894ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection j Max Downward Live Load Deflection 0.026 in Max Upward Live Load Deflection 0.000 in Live Load Deflection Ratio 2640 Max Downward Total Deflection 0.069 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 1001 Maximum Forces & Stresses for Load Com Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega'Mnx Cb Rm Va Max Vnx Omega°Vnx Overall MAXimum Envelope Dsgn. L = 5.75 ft 1 0.351 0.189 5 45 5.45 25.95 15.54 1.00 1.00 3.79 30.09 20.06 Dsgn. L = 5.75 ft 1 0.184 0.099 2.86 2.86 25 95 15.54 100 1 00 1.99 30.09 20 06 Dsgn. L = 5.75 ft 1 0.317 0.171 4 93 4.93 25.95 15.54 1.00 1 00 3.43 30.09 20.06 +D +S+H Dsgn. L = 5.75 ft 1 0.351 0.189 5.45 5.45 25 95 15.54 1.00 100 3.79 30.09 20.06 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "Defl Location In Span Load Combination Max. '+' Defl Location in Span • D +L +S +E/1.4 1 0.0689 2.894 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 0.0362 2.894 0.0000 0.000 Lr Only 1 0 0261 2 894 0.0000 0.000 Lr+L Only 1 0 0261 2.894 0.0000 0.000 S Only 1 0 0327 2.894 0.0000 0.000 D + Lr + L 1 0.0624 2.894 0.0000 0.000 D+ L+ S 1 0 0689 2.894 0.0000 0.000 D + L + S + W/2 1 0.0689 2.894 0.0000 0.000 D + L + W + S/2 1 0 0526 2.894 0.0000 0 000 / D + L + S + E/1.4 1 0.0689 2.894 0.0000 0.000 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the 'Settings' menu item Project Desc.: and then using the 'Printing &. Project Notes : Title Block' selection. Printed. 28 JUN 2008, 1:26PM f0 ngs120081081511Crks108t51.x8 Steel Beam Design ENERCALC, INC. 1983- 2008,Vec80.19 Lic. # : KW- 06004793 License Owner : BRAD YOUNG,& ASSOCIATES Description : Member 1 - Steel Beam Option Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.790 3.790 D Only 1.993 1.993 Lr Only 1.438 1.438 Lr+L Only 1.438 1.438 S Only 1.797 1.797 D +Lr +L 3.430 3.430 D + L + S 3.790 3.790 D + L + S + W12 3.790 3.790 D+L+W+S/2 2.891 2.891 D +L +S +E11.4 3.790 3.790 Steel Section P : W6X9 Depth = 5.900 in I xx = 16.40 in"4 J = 0.041 in "4 Web Thick = 0.170 in S xx = 5.56 in "3 Cw = 17.701n"6 Flange Width = 3.940 in R xx = 2.470 in Flange Thick = 0.215 in Zx = 6.230 103 Area = 2.680 102 I yy = 2.200 iO4 Weight = 9.123 pit S yy = 1.110 in "3 Wno = 5.600 in "2 Kdesign = 0.465 in R yy = 0.905 in Sw = 1.190 in"4 K1 = 0.500 In Zy = 1.720 InA3 Of = 1.1501n"3 its = 1.060 in rT = 1.030 in Ow = 3.040 iO3 Ycg = 2.950 in • • O Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the 'Settings' menu item Project Desc.: and then using the 'Printing & Project Notes Title Block' selection. Pnnted 26 JUN 2008. 1 2714,1 Steel Column F0 e : 0• IBY A1drau d n c6 gs120081081511Caics108151 .e ENERCALC, INC. 1963-2008, Vet. 6.0.19 , Lic. # : KW- 06004793 , M 1-lcense,Owner :,BRAD YOUNG. & ASSOCIATES Description : Member 2 General Information Code Ref : 2006 IBC, AISC Manual 13th Edition • Steel Section Name : HSS3X3X1 /8 Overall Column Height 10.0 ft Analysis Method : 2006 IBC & ASCE 7 -05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 29,000.0 ksi X -X (width) axis : Unbraced Length for X -X Axis buckling =10ft, K = 0 Load Combination : Allowable Stress Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included : 47.4626 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D = 1.9670, S = 1.7970 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.21595 : 1 Maximum SERVICE Load Reactions.. Load Combination +D +S +H Top along Y -Y 0.0 k Location of max.above base 0.0 ft Bottom along Y -Y 0.0 k At maximum location values are ... Top along X -X 0.0 k Pu : Axial 3.8115 k Bottom along X -X 0.0 k Pn / Omega : Allowable 17.650 k Mu - : Applied 0.0 k - Maximum SERVICE Load Deflections... Mn -x / Omega : Allowable 3.2136 k -ft Along Y -Y 0.0 in at 0.Oft above base for load combination : Mu -y : Applied 0.0 k -ft Mn -y / Omega : Allowable 3.2136 k -ft Along X -X 0.0 in at 0.0ft above base for load combination : PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 0.0 k Vn I Omega : Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.114 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.114 PASS 0.00 ft 0.000 PASS 0.00 ft +D +S+H 0.216 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions - Unfactored Note Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Load Combination © Base @ Top @ Base @ Top D Only S Only D +L +S D +L +S +W/2 D +L +W +S /2 D +L +S +E/1.4 Maximum Deflections for Load Combinations - Unfactored Loads . Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D + L +S 0.0000 in 0.000 ft 0.000 in 0.000 ft D + L + S +W/2 0.0000 in 0.000 ft 0.000 in 0.000 ft D + L + W + S/2 0.0000 in 0.000 ft 0.000 in 0.000 ft D + L + S +E/1.4 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS3X3X118 Title Block Line 1 Title : Job # You can changes this area Dsgnr using the 'Settings' menu item Project Desc.: and then using the Printing & - Project Notes : Title Block' selection. Printed 26 JUN 2008, 1:27PM Steel Column Flee: O.. BYAWrawings120081081511Cales108151 .ec6 ENERCALC, INC. 1983-2000 Ver. 6 0.19 Lic. # : KW- 06004793 Licepse;Ovyl1er : ERAD YOUNG & ASSOCIATES Description : Member 2 Steel Section Properties : HSS3X3X118 Depth = 3.000 in I xx = 1.78 inM J = 2.840 104 ' Web Thick = 0.000 in S xx = 1.19 103 Flange Width = 3.000 in R xx = 1.170 In Flange Thick = 0.116 in Area = 1.300 inA2 I yy = 1.780 104 Weight = 4.746 Of S yy = 1.190 1nA3 R yy = 1.170 In • Ycg = 0.000 In S O 0 300ln J - Loads are total entered value Arrows do not reflect absolute direction. /0 Item 2: With the removal of the wing walls it is possible the new lintel will attach to the existing cmu wall at a control joint. Verify connection shown in detail 2/S2.1 is able to support the new lintel attachment to the existing cmu wall. • The support connection consists of a steel plate at the outside face and a steel channel at the inside face bolted to the lintel and the existing cmu wall. Each steel connector is to have four 3/4" dia bolts (A307 min.) each to the lintel and the existing wall (8 bolts total). The bolts will be drilled an epoxied to the cmu using Hilti RE 500 -SD epoxy. V = 3763.375 lb Shear Force at Lintel Connection V Vbolt — V bolt = 470.422 lb Vbolt.allow 5300Ib Vepoxy.allow 7335 Ib Bolts are ok for shear loading The L6x4x5/16 channel and 10 "x6 "x3/8" plate will each take half the shear load from the connection. Check the steel for shear connection. V steel 2 V steel = 1881.687 lb F Y := 36• ksi C := 1.0 Aw.angle 16 in•4•in Aw.angle = 1.25 in governs Aw.plate 8 in• to•in A w plate = 3 in SZ v := 1.67 Vn.allow o6.F A angle V n.allow = 161676.647 lb v Vsteel < Vn.allow The plate and angle are ok for the shear force BRAD YOUNG & ASSOCIATES. INC. Copyright 2008 Brad Young & Assoc., Inc. STRUCTURAL ENGINEERING Print Date: 6/26/2008 1320 W. Herndon Ave. Suite 100 File Name: 08151.mcd Fresno, California 93711 (559) 222 -9600 (559) 222 -9633 Fax Engineer: r TT f BU$ 26 - cr®3o -a 2 ©9 C 5 tA/ /V1ck.,r k St D ' Form 3a Project Name: Mconalds # 4626 Page: 1 "� BUILDING ENVELOPE - GENERAL RFC.F.TVFTI Ji Check all boxes 1. Exceptions (Section 1312) �pp that apply II No Envelope Components. The building plans do not call for new or�tt�redt it envelope components, e.g., walls, floors or roof /ceilings. ❑ A Non - conditioned Building. The proposed structure has no SQa6engEdlarilalit b y an HVAC system. ILDING DIVISION Exceptions ❑ Exception. All new or altered building envelope components do not comply with the Discussion of qualifying requirements, Section 1312, but qualify for Exception: 0-1 0-2 ❑ -3 El -4 ❑ -5 exceptions in Portions of the building that qualify: instructions section Plans /Specs Show compliance by The plans /specs show compliance in the following locations: including a drawing sheet, detail number, specification section 2. Air Leakage (Section 1312.1.1) and /or subparagraph. ❑ Complies. Plans require penetrations in building envelope are sealed and windows and doors are caulked, gasketed or weatherstripped. The plans /specs show compliance in the following locations: 3. Suspended Ceiling (Section 1312.1.2.1) ❑ Complies. Building plans do not show suspended ceilings used to separate conditioned space from unconditioned space. No exceptions permitted. 4. Recessed Light Fixtures (Section 1312.1.2.2) ❑ Complies. The building plans do not show recessed light fixtures installed in ceilings separating conditioned spaces from unconditioned spaces. ❑ Exception. The building plans require that fixtures installed in direct contact with insulation be insulation coverage (IC) rated. The plans /specs show compliance in the following locations: 5. Moisture Control (Section 1312.1.4) ❑ Complies. A one -perm vapor retarder is installed on the warm side (in winter) of all exterior floors, walls and ceilings, and a ground cover installed in the crawl space of both new and existing buildings where insulation is installed. The plans /specs show compliance in the following locations: ❑ Exception. All new or altered building envelope components do not comply with the vapor retarder requirements of the code, but qualify for an exception. Note applicable exception. Section 1312.1.4, Exception: El -1 0-2 Portions of the building that comply: Climate 6. Climate Zones Zones ❑ Zone 1 - A building site is in Climate Zone 1 if its elevation is less than 3000 feet above sea level and it is in one of the following counties: Benton, Columbia, Clackamas, Clatsop, Coos, Curry, Douglas, Jackson, Josephine, Lane, Lincoln, Linn, Marion, Multnomah, Polk, Tillamook, Yamhill, or Washington. • ❑ Zone 2 - Building sites not in Zone 1, or where construction site elevation is 3000 feet or higher in Zone 1, are in Zone 2. -1 '/ 3 -1 Compliance with OSSC. effective 04 /01/07 Form 4a Project Name: McDonald's # 4626 P age: 2 of 3 SYSTEMS - GENERAL Applicability Plans /Specs Discussion of qualifying Show compliance by including a drawing sheet, detail exceptions on page 4 -25 number, specification section and subparagraph 1. Applicablity (Section 1317) Is this form required? ❑ Form Required. Complete form if a new HVAC system is being installed, or components of an existing HVAC system are being replaced (I.e., equipment, controls, ductwork, and insulation.) ❑ Exception. The building or part of the building qualifies for an exception from HVAC code requirements. Applicable code exception is Section 1317.1. Portions of the building that qualify: Area: Exception 0-1 0-2 0-3 Area: Exception 0-1 0-2 0-3 Area: Exception 0-1 0-2 0-3 ❑ Form Not Required. This project does not contain work required to comply with code. 2. Simple or Complex Systems (Section 1317.9 or 1317.10) ❑ Simple System. Building contains only Simple HVAC System(s). Complete this form (4a) and equipment efficiency worksheets as required. Form 4b is not required. ❑ Complex System. Project includes a Complex System. Complete this form (4a), form 4b and equipment efficiency worksheets as required. 3. Equipment Performance (Section 1317.5) ❑ No New HVAC Equipment. The building plans do not call for new electrical HVAC equipment, combustion heating equipment, or heat - operated cooling equipment. ❑ Complies. All new HVAC equipment have efficiencies not less than those required by code. The following equipment efficiency worksheets are attached: ❑ -4a ❑ -4b ❑ -4c ❑ -4d ❑ -4e ❑ -4f ❑ - ❑ - ❑ -4i ❑ -4i 4. Duct Insulation and Sealing (Sections 1317.7 & 1317.8) ❑ No Ducts. The building plans and specifications do not call for new HVAC ducts or plenums. ❑ Complies. The plans and specifications call for all air - handling ducts and plenums to be insulated and sealed as required by Sections 1317.7 &1317.8. 5. Distribution Transformers (Section 1316.1) ❑ No Distribution Transformers. The plans /specs do not call for new distribution transformers. ❑ Complies. All new distribution transformers comply with efficiency, testing, and labeling requirements of Section 1316.1.1. ❑ Exception. The project qualifies for an exception per Section 1316.1.1, Exceptiion: 0-10-2 ❑ -3 ❑ -4 ❑ -5 ❑ -s ❑ -7 ❑ -8 ❑ -3 0-10 ❑ -1- 0-12 ❑ -13 ❑ -14 Attach relevant documentation for appropriate exception. The plans /specs show compliance in "�.. the following locations: 4 -1 Compliance with OSSC, effective 04/01/07 • Form 5a Project Name: McDonald's # 4626 P age 3 of 3 LIGHTING - GENERAL 1. Interior Exceptions (Section 1313.1) ❑ No Interior Lighting. The building plans and specifications do not call for new or altered intenor lighting. Skip to item 5, Extenor building Lighting - General, below. Exceptions O Exceptions. 1. The building or part of the building qualifies for an exception from code lighting Discussion of qualifying requirements. Applicable code exception is number 1313.6 exceptions in instructions section 2 Lighting equipment that qualifies for an exception - in addition to general lighting and is separately controlled. Applicable code exception is number: Areas of the building and equipment that qualify for any exceptions: Plans /Specs Show compliance by including a drawing sheet, detail number, and/or specification section and subparagraph. 2. Local Shut -off controls (Section 1313.3.1.1) ❑ Complies. At least one local shut -off lighting control for every 2,000 square feet of lighted floor area and for all spaces enclosed by walls or ceiling height partitions This control is detailed in the building plans on drawing number. ❑ Exception. The building or part of the building qualifies for an exception. Applicable code exception is Section 1313 3.1 1, Exception: Portions of the building that qualify: 3. Automatic Shutoff Controls (Section 1313.3.1.2) ❑ Not Applicable. Office floor area is not over 2,000 square feet of contiguous office floor area or permitted space is not over 5,000 square feet. No offices less than 300 square feet, meeting or conference rooms, or school classrooms. ❑ Complies. All interior lighting systems are equipped with a separate automatic control to shut off lighting dunng unoccupied penods. Offices less than 300 square feet, meeting and conference rooms, and school classrooms are equipped with occupancy sensors that comply with Section 1313.3 1 2 1 Compliance details in plans/specs: ❑ Exception. The building or part of the building qualifies for an exception Applicable code exception is Section 1313 3 1,2, Exception Portions of the building that qualify. 4. Daylighting Controls ( 1313.3.1.3) ❑ No classrooms or atriums with skylights or window to wall ratio greater than 50 %. ❑ Complies. All classrooms and atriums with window to wall ratio greater than 50% and /or skylights are equipped with automatic daylight sensing controls, as required by Section 1313 3 1.3 1 and Section 1313.3.1 3.2 The daylight sensors specified comply with Section 1313 3 1.3.3. Compliance details in plans/specs: Exterior Build 5. Exterior Lighting (Section 1313.5) ing Lighting ❑ Complies. The plans do not call for use of incandescent or mercury vapor lamps for use on building extenor is lighting directed to ❑ Exception. The building plans indicate luminaires with incandescent or mercury vapor lamps, but are illuminate the extenor of the specified for use in or around swimming pools, water features, or other locations subject to requirements building and adjacent of Article 680 of the 2002 National Electncal Code. walkways and loading areas with or without canopies Clock Switches 6. Exterior and Canopy Lighting Controls (Section 1313.3.2) shall be astronomic (seasonal ❑ Complies The building plans and specifications include photoelectnc and /or clock switches on all extenor correcting) type with separate lighting systems which are designed and programmed to extinguish lights when daylight is present, as programs for each day of the required by Section 1313.3.2. week and shall store energy to maintain timekeeping dunng power outages 7. Connected Lighting Power (Section 1313.4) NO Complies The lighting power does not exceed the power allowance established in either the Tenant Space Method (Form 5b) or the Space-by -Space Method (Form 5c). 411 11--... 9 11111 r. ETenant Space Method (Form 5b) C Space -by -Space Method (Form 5c) b-, V2 4 3 - Compliance wah 2007 OSSC