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Home My WebLink AboutMISSION TRAIL 31712 (a) r Co�_,t': Engineers Corporation 18010 Skypark Circle; Su to 255 Phones: (949) 756-9700 Irvine, CA 92614 Fax: (949) 756-9701 STRUCTURAL CALCULATIONS Ir yc RECENED FOR FEB 1 2009 FF- ALL INC. Taco Bell 31712 Mission Trial Long Beach, CA 92530 APPROVED FOR PERMIT llT ISSiJRINCE SCOTT FAZEK',3 8:ASS C;!`�-rS, INC. API BY � D r�zsGL_ T :'hese plans h rev° Fe:rna�d �� g apNlicaele codes .. ` hereby - ra�,ted s� is :'482'1�';East SeC�6WStreet approval by al! "'plicat-l'-, .;LOSrA[lgeles, V$03 The issuance: or ^r:n based on 1 roval of l" a:I; these r,rtstr,.ied to parmit O r-, t r a,�p� r: . � . ,,. . • , ;pj4�,.Elicable r�� codes or O !" ��thority to ,l,c.,;, e or cant-6; Nou fist , +":.)tBS shall be Vl1C;!. / f C' PROJECT NUMBER OC-08090 SA p � q � co �9Z m C735 3 * EXP ,t �j Q �Q �TFOF DI 5 J t t LIST DATE T 29 LEGEND V7 - SMEAR GRIO LINE I I I I A - STRUCTURAL GRID LINE A,t ccl cci wsR VIF 64�sa 4LL w e Z_ $ VVI Y1 V7 v2q; :v28'• ZLLI t 2 I 3 4 S 0 z J I I � cc 1 ,�,Zv cc I I (/) sB A Z r V \ p A RR F \ f —q7 \ W 1 Y I ElG oW zzaI Lca 1 \ l Q O t— I I I I I = 0 1 cz z I z I a I W cr / c=s } j - -- - "� i m wo cc u- J I I Q 1 I � cc W 2.3 a w (E)SHEAR WILL(V,I.F.) (E)SHEAR WALL(V.I.F.) DATE:Feb.13,M)IL SCALE:NONE DMWN:SDc CHECHM): SHEARWALL TRIBUTARY AREA PLAN (NORTH-SOUTH) DESIGN:SK cmz!*(W: .laE♦:ocoeDso SNEEF T1 1 J � 11 L UST DATE 4 2.1 z.2 LEGEND - SMEAR GRID LINE I AO - STRUCTURAL GRID LINE I ] A.1 cc, M cc q g o ss CC vt vx W 1:> •. W $ t ±51 4 5 ? IY W z ccI cc, co \ / o w \ / 0 0 \ / z UJA I YII, - / \ a g 0; I Z. I I J^d I J w a, I U F \ LU I I .w... va g Q / I I I W w Q aUU < 4 H z Z£ 5 In � o F- � J ?J 7 ¢M LIS 2.1 DATE:EeE.13,]OD4 E (ASSUMFO) SCALE:NONE DRAWN:SOC CHEOfED� SHEARWALL TRIBUTARY AREA PLAN (EAST-WEST) DESICMI SK CHECK®: JOS/:DLOlWO SHEET T2 i • Consulting Engineers, Corp. Project :Taco Bel Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/1 3120 0 9 INDEX 1. Project Description...............................................................................................................................3 2. Building Code.......................................................................................................................................3 3. Vertical Design Loading ........................................................................................... ...3 ......................... 3.1 Roof Dead Load..................... 3.2 Exterior Wall Dead Load..................................... ...........3 3.3 Interior Wall Dead Load...............................................................................................................3 4. Materials...............................................................................................................................................4 4.1 Concrete......................................................................................................................................4 4.2 Reinforcing Steel .........................................................................................................................4 4.4 Lumber.........................................................................................................................................4 4.5 Soil Data......................................................................................................................................4 5. Criteria and Approach for Design of Framing for Gravity Loads..........................................................5 5.1 Design of Roof and Floor framing................................................................................................5 6. Roof Framing Calculations...................................................................................................................6 6.1 Roof Rafter&Joist.......................................................................................................................6 6.2 Roof Beam...................................................................................................................................8 6.3 Roof Header ..............................................................................................................................18 6.4 Roof Post Calculations..............................................................................................................25 7. Trellis Joist Calculations.....................................................................................................................28 8. Design of Foundation .................................................................................................... ...............29 8.1 Design of Continuous Footing...................................................................................................29 8.2 Design of Pad Footing:......................................................................................... ...............29 8.3 Design of Grade Beam:............................................................................ ..30 ............................... APPENDIXA.............................................................................................. Design of Ledger connection to stud wall (at Trellis Level):...................................................................32 Designof Stud wall:................................................................................................................................33 Holdown Anchor Bolt Connection per ACI Appendix D..........................................................................34 Design of connection to resist wind load at parapet level. .....................................................................36 2 Consulting Engineers, Corp. Project :Taco Bel} Designed by :SK Date:2/1 312 0 0 9 Client :0008090 Checked by :MJ Date:2/13/2009 1. Project Description The project consists of remodeling of existing single story structure. The main structural components of the project are: • Roof rafters, beams, headers, post. 2. Building Code Governing building code shall be CBC 2007 3. Vertical Design Loading 3.1 Roof Dead Load Description psf Roofing(compo shingles) 15 Sheathing 1 Rafters 5 Insulation 0.5 Ceiling(1/2"Gypsum) 2.5 Mechanical & Electrical 1 Fire Sprinklers 1 Other 2 Dead Load 28 Live Load 20 Total Load 48 3.2 Exterior Wall Dead Load Description psf Framing 1.5 Exterior Finish 10 Gypsum board ih" 2.5 Insulation/Misc. 2.0 Sheathing 1.5 Misc. 1.5 Dead Load 19 3.3 Interior Wall Dead Load Description psf Framing 1.5 2-Ply Gypsum board 5 Sheathing 2.5 Misc. 0 Dead Load 9 3 1 Consulting Engineers, Corp. Project :Taco Belk Designed by :SK Date.2 I312009 Client :000809a Checked by :MJ Date:2/13/2009 4. Materials 4.1 Concrete All the concrete structures (viz.footings) are designed by'limit state method'.The 'limit state method'of design makes a judicious combination of'working stress'philosophy as well as the'ultimate load' philosophy,thus it will not only gives satisfactory performance of the structure at working loads but also provide realistic assessment of safety. Structural concrete shall be designed in accordance with the building code requirements for reinforced concrete (ACI 318-2005). The concrete used for footing and slab on grade shall have minimum ultimate compressive strength of 2500 psi 4.2 Reinforcing Steel The reinforcement of ASTM A615 Grade 60 shall be used in all the concrete structures. 4.4 Lumber Structural lumber shall be designed in accordance with the National Design Specification-2005 Description...-.-... '..__Fb Psi- -� F„psi E psi iS BO# I Sawn Lumber: DF#2 or better 900 I 180 1.6 x 106 ' 4.5 Soil Data --- -- ---------- Soil bearing pressure 1500 psf(Assumed) 4 i Consulting Engineers, Corp. Project :Taco Bell �- Designed by :SK Date:2/13/2009 Client :OCOB096 Checked by :MJ Date:2/13/2009 5. Criteria and Approach for Design of Framing for Gravity Loads 5.1 Design of Roof and Floor framing The structural elements in roof framing like roof joists, headers are designed such that the members take the load coming on them safely. Headers l Headers are placed over the openings and it is subjected to only roof load.The roof load is transferred to headers through roof joists. Headers are checked in bending, shear and deflection. Posts These are also designed as a compression member by'elastic theory of design'. These posts support the headers on the window opening or girder trusses and hence designed for the reaction of the headers/ girder trusses. These posts are checked for compressive stresses. Seismic Occupancy category = 11 i Site class D SS = 1.94 Sesmic Design Category= D Fa = 1.0 i = 1.0 SMS = Fa X SS - 1.94 R= 6.0 SDS = (2/3) x SMS = 1.29 S, = 0.73 F, = 1.5 SM, = F,x S, - 1.10 SD, _ (213) x SM, 0.73 CS = (SDsxl)/R = 0.22 V = Csx W = 0.22 x W V, = 0.7 x CS x W (multiply with 0.7 for allowable stress method) - 0.16 x W 5 • Consulting Engineers, Corp. Project :Taco Bell' * Designed by :SK Date:2l1312009 Client :0008090 Checked by :MJ Date:2/13/2009 6. Roof Framing Calculations 6.1 Roof Rafter&Joist RR1 Span = 6-0"w/ V-0"overhang on left Dead Load = 28 psf Live Load = 20 psf Total Load = 48 psf Size 2 x 6 is safe however; provide 2 x 8 DFL#2 @ 16"o.c.See attached calculations. Job title RRl ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Slope of rafter V:H - 7 : 12 Live load on floor = 20.00 psf Dead load of floor = 28.00 psf Load duration factor = 1.00 Clear span (hori. projection)= 6.00 ft Unsupported length, lu = 0.00 ft Spacing (O.C.) = 16.0 in. Wood Species = Douglas Fir-Larch Commercial Grade = No.2 Sevice Moisture Condition = DRY Size of rafter = 2x6 in. Allow. defl. factor (LL only)= 360 Allow. defl. factor (LL+DL) = 240 LOAD CALCULATIONS ------------------------------------------------------ Live load (on horiz. proj.) = 20.0 psf Dead load (along rafter) = 28.0 psf Total load (along rafter) = 45.3 psf Total U D lineal load - 60.4 plf Effective span (horiz.) = 6.50 ft Reaction at left support = 196.0 lb (Upward) Reaction at right support = 196.0 lb (Upward) Maximum bending moment = 4429.1 in.-lb Maximum shear force = 172.3 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.2 Size : 2x6 O.C. Spacing 16.0 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference M --------------------------------------------------------------- Bending stress 1345.5 585.7 759.8 (56.470) Shear stress 180.0 31.3 148.7 (82.60a) Deflection (LL) 0.251 0.043 0.208 (82.80%) Deflection (LL+DL) 0.376 0.113 0.263 (69.95a) Defl. factor (LL) 360 2093 1733 (481.44%) Defl. factor (LL+DL) 240 799 559 (232.79%) ---------------------------------------------------------------- 6 Consulting Engineers, Corp. Project :Taco Bela * Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 o I RA Span = 21'-0" Dead Load - 28 psf Live Load = 20 psf Total Load = 48 psf Provide 2 x 12 DFL#2 @ 8"o.c.See attached calculations. Job title RJ1 ----------------------------------------------------- LUMBER JOIST DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Live load on floor = 20.00 psf Dead load of floor = 28.00 psf Load duration factor = 1.00 Clear span of joist = 21.00 ft Unsupported length, lu = 0.00 ft Spacing (O.C. ) = 8.0 in. Wood Species = Douglas Fir-Larch Commercial Grade = No.2 Sevice Moisture Condition = DRY Size of joist = 2x12 in. Allow. defl. factor (LL only)= 360 Allow. defl. factor (LL+DL) = 240 LOAD CALCULATIONS ----------------------------------------------------- Live load = 20.0 psf Dead load = 28.0 psf Total load = 48.0 psf Total U D lineal load = 32.0 plf Effective span = 21.50 ft Reaction at left support = 344.0 lb (Upward) Reaction at right support - 344.0 lb (Upward) Maximum bending moment = 22188.0 in.-lb Maximum shear force = 314.0 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.2 Size 2x12 O.C. Spacing 8.0 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference M --------------------------------------------------------------- Bending stress 1035.0 701.3 333.7 (32-25%) Shear stress 180.0 27.9 152.1 (84.49%) Deflection (LL) 0.717 0.225 0.492 (68.59%) Deflection (LL+DL) 1.075 0.540 0.535 (49.74%) Defl. factor (LL) 360 1146 786 (218.37%) Defl. factor (LL+DL) 240 478 238 (98.98%) Consulting Engineers, Corp. Project :Taco Bel; Designed by :SK Date:2/13/2009 Client :0008090 Checked by :W Date:2/13/2009 6.2 Roof Beam R61 Span - 21'-0" Load - Roof load+Wall load (16/12+5.5/2) x 48 +5.5 x 19 300.5 plf Provide 5 1/4 x 11 7/8 PSL.See attached calculations. Job title RBI ----------------------------------------------------- LAM BEAM DESIGN ------------------------------------------------------- GENERAL INPUT PARAMETERS ------------------------------------------------------ Uniformly distributed load = 300.5 plf Effective Span = 21.00 ft No. of beams = 1 Size of each beam = 5.25xll.88 in. Allow. deft. factor (LL) = 360 Allow. defl. factor (Total) = 240 Lam Type PSL Lam Species ES or wS LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support - 3155.2 lb (Upward) Reaction at right support - 3155.2 lb (Upward) Minimum bearing length = 0.9 in Maximum bending moment = 198780.8 in.-lb Maximum shear force = 2852.3 lb DESIGN DETAILS -------------------------------------------------------- Lam Type : PSL Lam Species ES or WS No. of beams - 1 Size of each beam = 5.25xll.88 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference (o) --------------------------------------------------------------- Bending stress 2900.0 1609.7 1290.3 (44.49%) Shear stress 290.0 68.6 221.4 (76.35a) Deflection (Total) 1.050 0.896 0.154 (14.64%) Defl. factor (Total) 240 281 41 (14.64%) ------------------------------------_____-_-__------------------- (Units : Pounds, inches) 8 Consulting Engineers, Corp. Project Taco Bell i Designed by :SK Date:2113/2009 Client :0008090 Checked by :W Date:211=009 RB2 Span - 14'-0" Load = Roof load (5.5/2) x 48 132 plf Provide 6 x 10 DFL#1.See attached calculations. Job title RB2 ----------------------------------------------------- LUMBER BEANS DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load = 132.0 plf Effective Span = 14-00 ft No. of beams = 1 Size of each beam = 6x10 in. Allow. defl. factor (LL) _ 360 ` Allow. defl. factor (Total) 240 l Wood Species : Douglas Fir-Larch Commercial Grade : No.l Service Moisture Condition : DRY LOAD CALCULATIONS ------------------------------------------------------ Reaction at left support - 924.0 lb (Upward) Reaction at right support = 924.0 lb (Upward) Minimum bearing length = 0.3 in Maximum bending moment = 38808.0 in.-lb Maximum shear force = 820.5 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.l No. of beams = 1 Size of each beam = 6x10 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference M --------------------------------------------------------------- Bending stress 1000.0 469.1 530.9 (53.09%) Shear stress 180.0 23.6 156.4 (86.910) Deflection (Total) 0.700 0.171 0.529 (75.60%) Defl. factor (Total) 240 984 744 (75.600) --------------------------------------------------------------- (Units : Pounds, inches) 9 Consulting Engineers, Corp. Project :Taco Bell Designed by :SK Date:2/13/2009 Client :000809d Checked by :MJ Date:2/13/2009 R133 (Ridge Beam) Span = 14'-0" Load = Roof load (5.5/2 +5.5/2) x 48 264 plf Provide 6 x 12 DFL#1. See attached calculations. Job title RB3 4 ----------------------------------------------------- LUMBER BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load - 264.0 plf Effective Span - 14.00 ft No. of beams = 1 Size of each beam = 6x12 in. Allow. defl. factor (LL) = 360 Allow. defl. factor (Total) = 240 Wood Species : Douglas Fir-Larch Commercial Grade : No.l Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 1848.0 lb (Upward) Reaction at right support = 1848.0 lb (Upward) Minimum bearing length = 0.5 in Maximum bending moment = 77616.0 in.-lb Maximum shear force = 1596.7 lb DESIGN DETAILS ----------------------------------------------------- Wood Species : Douglas Fir-Larch Commercial Grade : No.l No. of beams = I Size of each beam = 6x12 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference M --------------------------------------------------------------- Bending stress 1000.0 640.2 359.8 (35.98%) Shear stress 180.0 37.9 142.1 (78.96%) Deflection (Total) 0.700 0.193 0.507 (72.49%) Defl. factor (Total) 240 872 632 (72.49%) --------------------------------------------------------------- (Units : Pounds, inches) 10 Consulting Engineers, Corp. Project :Taco Belr 0 Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 R B4 Span Load = Roof load (16/12)x 48 64 plf Reaction from RB3 = 1848 lbs @ 5'-3"from left Provide 6 x 12 DFL#1.See attached calculations. Job title RB4 ----------------------------------------------------- LUMBER BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load = 64.0 plf Effective Span = 11.50 ft First point load magnitude = 1848.0 lb First point load end distance= 5.8 ft No. of beams = 1 Size of each beam = 6x12 in. Allow. defl. factor (LL) - 360 Allow. defl. factor (Total) = 240 Wood Species : Douglas Fir-Larch Commercial Grade : No.1 Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 1292.0 lb (Upward) Reaction at right support = 1292.0 lb (Upward) Minimum bearing length = 0.4 in Maximum bending moment = 76450.9 in.-lb Maximum shear force = 1230.2 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.l No. of beams = 1 Size of each beam = 6x12 in. CHECK FOR BENDING, SHEAR AND DEFLECTION ------------------------------------------------------------------ Allowable Actual Difference M ------- ------------------------------------------------------ Bending stress 1000.0 630.6 369.4 (36.94%) Shear stress 180.0 29.2 150.8 (83.790) Deflection (Total) 0.575 0.107 0.468 (81.45%) Defl. factor (Total) 240 1294 1054 (81.450) --------------------------------------------------------------- (Units : Pounds, inches) 11 Consulting Engineers, Corp. Project :Taco Belk Designed by :SK Date:2/13/2009 Client :000809 Checked by :MJ Date:2/13/2009 Existing Beam (Verify in Field EB1 Span - 27'-0"w/2'-0"overhang on both sides Load - Roof load+Wall load _ (19.5/2+ 10/2) x 48+5.5 x 19 800.5 pif Reaction from RB1 3155 lbs @ 4'-6"&22'-6"from left Reaction from DBL1 1505 lbs @ 4'-6"&22'-6"from left Provide MUM See attached calculations. Job Title Existing Beam ------------------------------------------------ STEEL BEAM DESIGN ------------------------------------------------ GENERAL INPUT PARAMETERS ------------------------------------------------ Uniformly distributed load = 800.5 plf Total span - 27.00 ft First support end distance = 2.00 ft Second support end distance = 25.00 ft First point load magnitude = 4660.0 lb First point load end distance= 4.5 ft Second point load magnitude = 4660.0 lb Second point load end dist. = 22.5 ft SECTION PROPERTIES ------------------------------------------------ Beam designation = W14x38 MATERIAL PROPERTIES ------------------------------------------------ Modulus of elasticity = 29.0 Mpsi Allowable bending stress = 33000.0 psi Allowable shear stress - 20000.0 psi Allow. defl. factor (LL) = 360 Allow. defl. factor (Total) = 240 MOMENT AND SHEAR CALCULATIONS ------------------------------------------------ Reaction at left support = 15.5 k (Upward) Reaction at right support = 15.5 k (Upward) Maximum bending moment = 755.8 in.-k Maximum shear force - 12.9 k CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference (%) --------------------------------------------------------------- Bending stress 33000.0 13842.2 19157.8 (58.05%) Shear stress 20000.0 3279.4 16720.6 (83.60%) Deflection (Total) 0.200 0.157 0.043 (21.68%) Defl. factor (Total) 240 306 66 (27.690) ----_--_-------------------------------------------------------- (Units : Pounds, inches) 12 Consulting Engineers, Corp. Project :Taco Be4 . Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 EB2 Span - 27'-0"w/2'-0"overhang on left&7'-0"on right side Load - Roof load (16/2+ 10/2)x 48 624 plf " Reaction frorn DBL2 = 2405 Ibs @ 4'-6" & 22'-6"from left Reaction from DBL1 _ 1505 Ibs @ 4'-6" & 22'-6"from left Provide W14x38. See attached calculations. Job Title EB2 ------------------------------------------------ STEEL BEAM DESIGN ------------------------------------------------- GENERAL INPUT PARAMETERS ------------------------------------------------ Uniformly distributed load = 624.0 plf Total span = 27.00 ft First support end distance - 2.00 ft Second support end distance = 20.00 ft First point load magnitude = 3910.0 lb First point load end distance= 4.5 ft Second point load magnitude = 3910.0 lb Second point load end dist. = 22.5 ft SECTION PROPERTIES ------------------------------------------------ Beam designation = w14x38 MATERIAL PROPERTIES ------------------------------------------------ Modulus of elasticity - 29.0 Mpsi Allowable bending stress = 33000.0 psi Allowable shear stress = 20000.0 psi Allow. defl. factor (LL) - 360 Allow. defl. factor (Total) = 240 MOMENT AND SHEAR CALCULATIONS ------------------------------------------------ Reaction at left support = 8.9 k (Upward) Reaction at right support - 15.8 k (Upward) Maximum bending moment = 300.7 in.-k Maximum shear force = 7.5 k CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference (%) --------------------------------------------------------------- Bending stress 33000.0 5508.2 27491.8 (83.31%) Shear stress 20000.0 1916.7 18083.3 (90.42%) Deflection (Total) 0.200 0.036 0.164 (82.15%) Defl- factor (Total) 240 1345 1105 (460.25%) j -------------------- ------------------------------------- (Units : Pounds, inches) I � I �a • Consulting Engineers, Corp. Project :Taco Bell• , Designed by :SK Date:211312009 Client :0008090 Checked by :W Date:2/13/2009 E133 Span = 17'-0" Load = Roof load (16/2 + 16/2)x 48 768 plf Reaction from DBL2 = 2 x 2405=4810 Ibs Q« 4'-6"from left Provide 7 x 11 7/8 PSL. See attached calculations. Job title EB3 ----------------------------------------------------- LAM BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ------------------------------------------------------ Uniformly distributed load - 768.0 plf Effective Span = 15.00 ft First point load magnitude = 4810.0 lb First point load end distance= 4.5 ft No. of beams = 1 Size of each beam - 7xll.88 in. Allow. defl. factor (LL) - 360 Allow. defl. factor (Total) - 240 Lam Type PSL Lam Species ES or WS LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support - 9127.0 lb (Upward) Reaction at right support = 7203.0 lb (Upward) Minimum bearing length = 2.0 in Maximum bending moment = 405337.0 in.-lb Maximum shear force = 8366.7 lb DESIGN DETAILS ----------------------------------------------------- Lam Type : PSL Lam Species : ES or WS No. of beams = 1 Size of each beam = 7xll.88 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference M --------------------------------------------------------------- Bending stress 2900.0 2461.7 438.3 (15.11%) Shear stress 290.0 150.9 139.1 (47.96%) Deflection (Total) 0.750 0.685 0.065 (8.69%) Defl. factor (Total) 240 263 23 (8.69%) --------------------------------------------------------------- (Units : Pounds, inches) 14 i I I . Consulting Engineers,Corp. Project :Taco Bell, Designed by :SK Date:2/1 312 0 0 9 Client :0008090 Checked by :MJ Date:2/13/2009 E134 Span Load = Roof load (16/2 + 16/2) x 48 768 plf Reaction from D131-2 = 2 x 2405=4810 Ibs @ 8'-0"from left A Provide 7 x 11 7/8 PSL. See attached calculations. Job title EB4 ----------------------------------------------------- LAM BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load - 768.0 plf Effective Span - 13.00 ft First point load magnitude = 4810.0 lb First point load end distance- 8.0 ft No. of beams = 1 Size of each beam = 7x11.88 in. Allow. defl. factor (LL) = 360 Allow. defl. factor (Total) = 240 Lam Type PSL Lam Species ES or WS LOAD CALCULATIONS ------------------------------------------------------ Reaction at left support = 6842.0 lb (Upward) Reaction at right support = 7952.0 lb (Upward) Minimum bearing length = 1.5 in Maximum bending moment = 361919.2 in.-lb Maximum shear force = 7193.2 lb DESIGN DETAILS ----------------------------------------------------- Lam Type PSL Lam Species ES or WS No. of beams = 1 Size of each beam = 7x11.88 in. CHECK FOR BENDING, SHEAR AND DEFLECTION ---------------------------------------------------------------- Allowable Actual Difference (%) --------------------------------------------------------------- Bending stress 2900.0 2198.0 702.0 (24.210) Shear stress 290.0 129.7 160.3 (55.26%) Deflection (Total) 0.650 0.433 0.217 (33.400) Defl. factor (Total) 240 360 120 (33.400) --------------------------------------------------------------- (Units : Pounds, inches) 15 Consulting Engineers, Corp. Project :Taco Beli Designed by :SK Date:2/1 3120 0 9 Client :M809D Checked by :NW Date:2/13/2009 DBL1 Span = 10'-0" Load = Roof load +Wall load (16/12 +5.5/2)x 48 +5.5 x 19 300.5 pif Provide(3)-2 x 10 DFL#2. See attached calculations. > Job title DBLI J ------------------------------------------------------ LUMBER BEAM DESIGN -------------------------------------------------- --- GENERAL INPUT PARAMETERS ----------------------------------------------- Uniformly distributed load = 300.5 plf Effective Span = 10.00 ft No. of beams = 3 Size of each beam = 2x10 in. Allow. defl. factor (LL) = 360 Allow. defl. factor (Total) = 240 Wood Species : Douglas Fir-Larch Commercial Grade : N0.2 Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 1502.5 lb (Upward) Reaction at right support = 1502.5 lb (Upward) Minimum bearing length = 0.5 in Maximum bending moment = 45075.0 in.-lb Maximum shear force - 1268.1 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.2 No. of beams = 3 Size of each beam = 2x10 in. CHECK FOR BENDING, SHEAR AND DEFLECTION ---------------------------------------------------------------- Allowable Actual Difference M ----------------------------------------------------------- Bending stress 990.0 702.4 287.6 (29.05%) Shear stress 180.0 45.7 134.3 (74.61%) Deflection (Total) 0.500 0.142 0.358 (71.520) Defl. factor (Total) 240 843 603 (71.520) --------------------------------------------------------------- (Units : Pounds, inches) 16 Consulting Engineers, Corp. Project :Taco Bell Designed by :SK Date:2/13/2009 Client :0006090 Checked by :MJ Date:2/13/2009 DBL2 Span = 16'-0" Load _ Roof load +Wall load (16/12 +5.5/2)x 48+5.5 x 19 300.5 plf J Provide 5 1/4 x 9 1/2 PSL. See attached calculations. 1 Job title DBL2 ------------------------------------------------------ LAM BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS Uniformly distributed load 300.5 plf Effective Span - 16.00 ft No. of beams = 1 Size of each beam = 5.25x9.5 in. Allow. defl. factor (LL) = 360 Allow. defl. factor (Total) = 240 Lam Type : PSL Lam Species : ES or WS LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 2404.0 lb (Upward) Reaction at right support 2404.0 lb (Upward) Minimum bearing length 0.7 in Maximum bending moment = 115392.0 in.-lb Maximum shear force = 2163.6 lb DESIGN DETAILS ------------------------------------------------------ Lam Type PSL Lam Species ES or WS No. of beams - 1 Size of each beam = 5.25x9.5 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference (%) --------------------------------------------------------------- Bending stress 2900.0 1461.2 1438.8 (49.61%) Shear stress 290.0 65.1 224.9 (77.56%) Deflection (Total) 0.800 0.591 0.209 (26.17%) Defl. factor (Total) 240 325 85 (26.17%) --------------------------------------------------------------- (Units Pounds, inches) i I I i I 17 Consulting Engineers, Corp. Project :Taco Belo , Designed by :SK Date:2/13/2009 Client :=8090 Checked by :W Date:2/13/2009 6.3 Roof Header FAH 1 Span - 6'-0" Load - Roof load +wall load _ (16/12) x 48 + 10x 19 254 plf 1 Provide 6 x 6 DFL#1 See attached calculations. Job title RHl ----------------------------------------------------- LUMBER BEAM DESIGN ------------------------------------------------------ GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load - 254.0 plf Effective Span - 6.00 ft No. of beams = 1 s Size of each beam = 6x6 in. Allow. defl. factor (LL) = 360 Allow. defl. factor (Total) = 240 Wood Species : Douglas Fir-Larch Commercial Grade : No.l Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 702.0 lb (Upward) Reaction at right support = 702.0 lb (Upward) Minimum bearing length = 0.2 in Maximum bending moment = 12636.0 in.-lb Maximum shear force = 595.3 lb DESIGN DETAILS ----------------------------------------------------- Wood Species : Douglas Fir-Larch Commercial Grade : No.1 No. of beams - 1 Size of each beam = 6x6 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference (%) --------------------------------------------------------------- Bending stress 1000.0 455.7 544.3 (54.43%) Shear stress 180.0 29.5 150.5 (83.60%) Deflection (Total) 0.300 0.053 0.247 (82.45%) Defl. factor (Total) 240 1368 1128 (82.45%) --------------------------------------------------------------- 18 Consulting Engineers, Corp. Project :Taco Beal Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 RH2 Span Load - Roof load+wall load (16/12+ 5.5/2) x 48 + (6.5/2) x 19 - 258.5 plf Provide 6 x 6 DFL#1 See attached calculations. Job title RH2 ----------------------------------------------------- LUMBER BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load = 258.5 plf Effective Span - 5.00 ft No. of beams = 1 Size of each beam = 6x6 in. Allow. defl- factor (LL) = 360 Allow. defl. factor (Total) = 240 Wood Species : Douglas Fir-Larch Commercial Grade : No.1 Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 628.8 lb (Upward) Reaction at right support = 628.8 lb (Upward) Minimum bearing length = 0.2 in Maximum bending moment - 9431.2 in.-lb Maximum shear force = 513.1 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.1 No. of beams = 1 Size of each beam - 6x6 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference M --------------------------------------------------------------- Bending stress 1000.0 340.1 659.9 (65.99%) Shear stress 180.0 25.4 154.6 (85.87%) Deflection (Total) 0.250 0.027 0.223 (89.09%) Defl. factor (Total) 240 2199 1959 (89.09%) --------------------------------------------------------------- i I I 19 J Consulting Engineers, Corp. Project :Taco Bell , Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 RH3 Span = 5'-0" Load = Roof load+wall load (21/2)x 48 + (10) x 19 = 694 plf 131 Reaction from RI31 = 1769 Ibs @ 4'-0"from left Provide 6 x 8 DFL#1. See attached calculations. Job title RH3 ----------------------------------------------------- LUMBER BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ------------------------------------------------------ Uniformly distributed load = 694.0 plf Effective Span = 5.00 ft First point load magnitude = 1769.0 lb First point load end distance= 4.0 ft No. of beams = 1 Size of each beam 6x8 in. Allow. defl. factor (LL) 360 Allow. defl. factor (Total) - 240 Wood Species : Douglas Fir-Larch Commercial Grade : No.l Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support - 2088.8 lb (Upward) Reaction at right support = 3150.2 lb (Upward) Minimum bearing length - 0.6 in Maximum bending moment - 37721.2 in.-lb Maximum shear force = 2713.0 lb DESIGN DETAILS ----------------------------------------------------- Wood Species : Douglas Fir-Larch Commercial Grade No.l No. of beams = 1 Size of each beam - 6x8 in. CHECK FOR BENDING, SHEAR AND DEFLECTION ---------------------------------------------------------------- Allowable Actual Difference----------------------- (%) ---------------------------------- Bending stress 1000.0 731.6 268.4 (26.84%) Shear stress 180.0 98.7 81.3 (45.19%) Deflection (Total) 0.250 0.044 0.206 (82.59%) Defl. factor (Total) 240 1378 1138 (82.59%) _-------------------------------------------------------------- i I 20 Consulting Engineers, Corp. Project :Taco Bell Designed by :SK Date,PJ13/2009 Client :0008090 Checked by :tdd Date:2/13/2009 RH4 Span = T-6" Load — Roof load +wall load (21/2) x 48+(10)x 19 694 plf Provide 6 x 10 DFL#1. See attached calculations. Job title RH4 ----------------------------------------------------- LUMBER BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load - 694.0 plf Effective Span = 7.50 ft No. of beams - 1 Size of each beam = 6x10 in. Allow. defl. factor (LL) = 360 Allow. deft, factor (Total) = 240 Wood Species : Douglas Fir-Larch Commercial Grade : No.l Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 2602.5 lb (Upward) Reaction at right support = 2602.5 lb (Upward) Minimum bearing length = 0.8 in Maximum bending moment - 58556.2 in.-lb Maximum shear force = 2050.8 lb DESIGN DETAILS ------------------------------------------------------ Wood Species Douglas Fir-Larch Commercial Grade No.1 No. of beams - 1 Size of each beam = 6x10 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference (a) --------------------------------------------------------------- Bending stress 1000.0 707.8 292.2 (29.220) Shear stress 180.0 58.9 121.1 (67.29%) Deflection (Total) 0.375 0.074 0.301 (80.28%) Defl. factor (Total) 240 1217 977 (80.28%) --------------------------------------------------------------- 21 Consulting Engineers, Corp. Project :Taco Bela Designed by :SK Date:2/13/2009 Client :0008090 Checked by :W Date:2/13/2009 RH5 Span = 6'-0" Load - Roof load+wall load (16/12)x 48 + (10) x 19 254 plf Reaction from RB3 = 1848 Ibs @ 3'-0"from left ` Provide 6 x 10 DFL#1. See attached calculations. Job title RH5 ----------------------------------------------------- LUMBER BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load = 254.0 plf Effective Span = 6.00 ft w. First point load magnitude = 1848.0 lb First point load end distance= 3.0 ft No. of beams - 1 Size of each beam = 6x10 in. Allow. defl. factor (LL) = 360 Allow. defl. factor (Total) = 240 Wood Species : Douglas Fir-Larch Commercial Grade : No.l Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support - 1686.0 lb (Upward) Reaction at right support = 1686.0 lb (Upward) Minimum bearing length = 0.5 in Maximum bending moment = 46978.9 in.-lb Maximum shear force = 1484.8 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.1 No. of beams = 1 Size of each beam = 6x10 in. CHECK FOR BENDING, SHEAR AND DEFLECTION ----------------------------------------------------------------- Allowable Actual Difference (%) --------------------------------------------------------------- Bending stress 1000.0 567.9 432.1 (43.21%) Shear stress 180.0 42.6 137.4 (76.32%) Deflection (Total) 0.300 0.033 0.267 (89.13%) Defl. factor (Total) 240 2209 1969 (89.13%) --------------------------------------------------------------- (Units : Pounds, inches) 22 Consulting Engineers, Corp. Project Taco Bell, , Designed by :SK Date:PJ13/2009 Client 0008090 Checked by :MJ Date:2/13/2009 RH6 Span 7'-6" Load - Wall load _ (10) x 19 190 pff Provide 6 x 6 DFL#1. See attached calculations. Job title RH6 ----------------------------------------------------- LUMBER BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS a ----------------------------------------------------- Uniformly distributed load = 190.0 plf Effective Span = 7.50 ft No. of beams = 1 Size of each beam = 6x6 in. Allow. defl. factor (LL) - 360 Allow. defl. factor (Total) = 240 Wood Species : Douglas Fir-Larch Commercial Grade : No.l Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 712.5 lb (Upward) Reaction at right support = 712.5 lb (Upward) Minimum bearing length = 0.2 in Maximum bending moment - 16031.2 in.-lb Maximum shear force = 624.2 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.1 No. of beams = 1 Size of each beam = 6x6 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference M --------------------------------------------------------------- Bending stress 1000.0 578.1 421.9 (42.19%) Shear stress 180.0 30.9 149.1 (82.61%) Deflection (Total) 0.375 0.104 0.271 (72.18%) Defl. factor (Total) 240 863 623 (72.180) --------------------------------------------------------------- 23 • Consulting Engineers,Corp. Project :Taco Bell, Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/1 312 0 0 9 RH7 Span = 3'-5" Load = Roof load+wall load (16/2) x 48+ (3) x 19 435 plf Reaction from RB3 - 2404 Ibs pa 1'-6"from left Provide 6 x 8 DFL#1.See attached calculations. Job title RH6 ----------------------------------------------------- LUMBER BEAM DESIGN ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Uniformly distributed load - 435.0 plf Effective Span = 3.50 ft First point load magnitude = 2404.0 lb First point load end distance= 1.5 ft No. of beams - 1 Size of each beam = 6x8 in. Allow. defl. factor (LL) = 360 Allow. deft. factor (Total) = 240 Wood Species Douglas Fir-Larch Commercial Grade No.1 Service Moisture Condition : DRY LOAD CALCULATIONS ----------------------------------------------------- Reaction at left support = 2135.0 lb (Upward) Reaction at right support = 1791.5 lb (Upward) Minimum bearing length - 0.6 in Maximum bending moment = 32555.8 in.-lb Maximum shear force = 1864.0 lb DESIGN DETAILS ----------------------------------------------------- Wood Species : Douglas Fir-Larch Commercial Grade : No.1 No. of beams = 1 Size of each beam - 6x8 in. CHECK FOR BENDING, SHEAR AND DEFLECTION --------------------------------------------------------------- Allowable Actual Difference (%) --------------------------------------------------------------- Bending stress 1000.0 631.4 368.6 (36.86%) Shear stress 180.0 67.8 112.2 (62.34%) Deflection (Total) 0.175 0.015 0.160 (91.17%) Defl. factor (Total) 240 2719 2479 (91.17%) ---------------------------------------------------------------- (Units : Pounds, inches) 24 • r Consulting Engineers, Corp. Project :Taco Bell c Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 6.4 Roof Post Calculations RP1 Height Load = Reaction from RH3 1 3150 Ibs Provide 4 X 6 DFL#2 See attached calculations. Job Title RP1 ------------------------------------------------------------ DESIGN OF STUD POST ------------------------------------------------------------ GENERAL INPUT DATA ----------------------------------------------------------- Actual length of the post = 8.00 ft Load duration factor = 1.00 Size - 4x6 in. Axial load, P - 3150 lb LUMBER PROPERTY DATA ----------------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.2 Moisture Condition DRY Fc = 1350 psi E = 1.60 Mpsi DESIGN DETAILS ----------------------------------------------------------- wood Species : Douglas Fir-Larch Commercial Grade : No.2 Size = 4x6 in. Sectional area, A = 19.25 in.2 Effective length, le = 9.60 ft fc (= P/A ) 163.64 psi Axis considered for buckling Both axes About minor axis: Fc' = 564.30 psi Allowable compressive load = 10862.77 lb fc/Fc' = 0.29 O.K. ( <= 1.00 ) About major axis: Fc' = 1128.60 psi Allowable compressive load - 21725.55 lb fc/Fc' = 0.14 O.K. ( <= 1.00 ) 25 • Consulting Engineers, Corp. Project :Taco Bell , Designed by :SK bate:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 KP1 Height = 3'-6" Load — Reaction from RB1 3155 Ibs Provide 4 X 6 DFL#2.See attached calculations. Job Title KP1 ------------------------------------------------------------- DESIGN OF STUD POST ----------------------------------------------------------- GENERAL INPUT DATA --------------------------------------------------- Actual length of the post = 3.50 ft Load duration factor = 1.00 Size - 4x6 in. Axial load, P = 3155 lb LUMBER PROPERTY DATA ----------------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.2 Moisture Condition DRY Fc = 1350 psi E - 1.60 Mpsi DESIGN DETAILS ----------------------------------------------------------- Wood Species Douglas Fir-Larch Commercial Grade No.2 Size - 4x6 in. Sectional area, A - 19.25 in.2 Effective length, le - 4.20 ft fc (= P/A ) = 163.90 psi Axis considered for buckling = Both axes About minor axis: PC, = 1306.80 psi Allowable compressive load - 25155.90 lb fc/Fc' = 0.13 O.K. ( <= 1.00 ) About major axis: Fc' = 1440.45 psi Allowable compressive load = 27728.66 lb fc/Fc' = 0.11 O.K. ( <= 1.00 ) 26 Consulting Engineers, Corp. Project :Taco Bel) Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 CC1 Height = 14'-0" Axial Load = Reaction from RB2+RB4= 920 + 1290-2210 Ibs Lateral load = 5280lbs Provide TS 6 x 6 x 1/2".See attached calculations. Design of Cantilever Tube Column per AISC 131h Edition Inout Data: Y I Member Size: Member Pro erties: Select: HSS6x&X1/2 H= _6.000 in. I t=6-465 B=_ 6.000 _in. _ j Member Loading s: t(design)= 0.465_- in, Tj Axial Load P= 2.21 kips A= 9.74 In.2 t X .� Lateral Load Vx= 2.64 kips Ix= 48.30 �=in. H-s Vx'Lx=Mx= 7.79 ft-kips Sx= 16.10 � in.' j rx=_ 2.230 in. Design Parameters: ly= _48.30 in.' Fy= 46.00 kai Sy= 16..10 in.' B=6 Kx= 2.110 ry= 2.230 in. wtJft.= 35.11 JpIf HSS6X6X1/2 Lx= 14.000 ff. ASIF= 1.000 Results: For Axial Com aression: For X-axis Bending: Kx"Lx/rx= 158.21 4.714E/Fy= 118.26 fbx= 5.80 ksi fa=P/A= 0.23 ksi Fbx= 30.36 ksi Kx'Lx/rx>4.714E/Fy Mcx=� 24.39 it-kips Hence Fa= 0.877'Fe Eq.E3-3(AISC 13th Edition) Safe in Flexure Fa= 10.03 ksi Pc= 58.49 Ikip. Safe in Compression Maximum Deflection: A=P x Lx'/3EI= 2.979 in. Allowable Deflection:(Drift criteria per CBC2001) A,=0.025xH= 4.200 in. Safe in Deflection Stress Ratio: P I P,=F 0.038 <0.2 For P/Pc<0.2 S.R.= P/ 2 x Pc +(Mx/Mcx)=<1.0 Eq.H1-ib(AISC 13th Edition) S.R.= 0.338 Safe-HSS6X6X1/2 section is adequate 27 • Consulting Engineers, Corp. Project :Taco Bell , r Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 7. Trellis Joist Calculations TJ1 Span = 10'-01, Load = Trellis load (16/12) x 16 21.5 plf 1 Size 2 x 8 is safe however; provide 4 x 8 DFL#2.See attached calculations. 1 Job title TJ1 ----------------------------------------------------- GENERAL INPUT PARAMETERS ----------------------------------------------------- Live load on floor = 10.00 psf Dead load of floor = 6.00 psf Load duration factor = 1.00 Clear span of joist = 10.50 ft Unsupported length, lu = 0.00 ft Spacing (O.C.) = 16.0 in. Wood Species = Douglas Fir-Larch Commercial Grade = No.2 Sevice Moisture Condition = DRY Size of joist = 2x8 in. Allow, defl. factor (LL only)= 360 Allow, defl. factor (LL+DL) = 240 LOAD CALCULATIONS ----------------------------------------------------- Live load = 10.0 psf Dead load = 6.0 psf Total load = 16.0 psf Total U D lineal load = 21.3 plf Effective span = 11.00 ft Reaction at left support = 117.0 lb (Upward) Reaction at right support = 117.0 lb (Upward) Maximum bending moment = 3872.0 in.-lb Maximum shear force = 104.4 lb DESIGN DETAILS ----------------------------------------------------- Wood Species Douglas Fir--Larch Commercial Grade No.2 Size 2x8 O.C. Spacing 16.0 in. CHECK FOR BENDING, SHEAR AND DEFLECTION ---------------------------------------------------------------- Allowable Actual Difference M ----------------------------------------------------------------- Bending stress 1242.0 294.7 947.3 (76.28%) Shear stress 180.0 14.4 165.6 (92.00%) Deflection (LL) 0.367 0.058 0.309 (84.28%) Deflection (LL+DL) 0.550 0.092 0.458 (83.23%) Defl. factor (LL) 360 2290 1930 (536.24%) Defl. factor (LL+DL) 240 1432 1192 (496.48%) 28 Consulting Engineers, Corp. Project :Taco Bell , ► Designed by :SK Date:2/13/2009 Client :0008090 Checked by :W Date:2/13/2009 8. Design of Foundation 8.1 Design of Continuous Footing Footing(FTG-1) Load = Wall load+ Roof load 14 x 19+(21/2) x 48 770 lbs Allowable Soil Bearing Capacity= 1500 psf Required size of Footing = (770/1500)x 12 = 6.2" Say 12" Provide 12"wide x 24" deep with (2)#4 at top& bottom. 8.2 Design of Pad Footing: Footing (FTG-2) Load = Reaction from RH3 3150 Ibs Allowable Soil Bearing Capacity= 1500 psf Required size of Footing = (3150/1500)12x 12 17.4" Say 18" Provide 18"square x 24"deep with (3)#4 each way at bottom. 29 Consulting Engineers, Corp. Project :Taco Bell, f Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/1 312 0 09 8.3 Design of Grade Beam: Grade Beam below Hardy Frame Lateral Load along V2 5020 Ibs(Designed for maximum load) Design of Grade beam for Hardy Frame Total Seismic force to a shear line = 6020 lb lb Number of column = 12 Force in each Column = 3010 lb Height of Column = 9 ft ft Column Bending Moment = 27090 lb-ft R value used for calculation of force — 14.5 Suggested R value for portal = 4.5 Increased Moment(M) = 27090 lb-ft Fy of steel = 160 ksi Span of Grade Beam = Ill Ift Overturning Moment = 54180 lb-ft Column Bending moment = 27090 lb-ft F'c = 2500 psi Fy = 60000 Ipsi Assume Section of Beam b = 12 in d = 124 lin Mu = 27090 Ib-ft Reinforcement(Clause 10.3.3,pg 106) (Ref:ACl 318-83 Notes on Building code requirement for reinforced concrete pg 9-2) Rn=WOW = 52.25694 p=0.85f'c/fy x(1-(1-(2Rn/0.85 x Y"�))^0.5) = 0,000882 Reinforcement ratio producing balanced strain condition pb pb=0.85xo1 xf'c/fyx(87000/(87000+fy)) = 0.017617 Reinforcement ratio=0.75 x pb = 0-013363 Check Reinforcement ratio p<0.75 x pb OK As=pxbxd = 0.254 in As,min=3 x(f'c)1l2xbxd/fy = 0.720 in' but not less than 200b'd/fy = 0.960 in Area of steel required = 0.960 in Size of bar = #5 Area of(1) rebar = 0.3066 02 No of rebar required = 3.13 However,provide(4)#5 rebar in the beam 30 Consulting Engineers,Corp. Project :Taco BeIl Designed by :SK Date:2/13/2009 Client :0008090 Checked by :W Date:211312009 Grade Beam below Cantilever Column Lateral Load along V2A = 5280 Ibs Design of grade beam for cantilever column along shear line V2A `# Total lateralload(V) 5.28 kips No of cantilever column(n) _ 2 Lateral load on each column(Vcol=V/n) - 2.64 kips Height of column(h) = 14 ft Moment on grade beam(M=Vxh) = 73.92 kip-ft At ASD Level Axial dead load on column(PDJ = 1.1 kips Axial live load on column(PLO = 1.1 kips Span of grade beam (L) = 15 ft Assume section of beam b - f2 in D = 24 in Clear cover = 3 in effective depth(d)=D-Clear cover _ 21 in effective depth Per section 1605.4 CBC 2007 Special seismic load combination 16-23 (0.9-0.2SDS)xD+Em......Eq 16-23 Em=1.4x C x M......Per Section 12.4.3 of ASCE7-05 Q = 3.5 Em=1.4x C x M = 362.208 kip ft SDS = 1.21 Resisting axial dead load=(0.9-0.2xSDS)xPDL = 0.7238 Resisting moment(MR)=(0.9-0.2SDS)PoL x Lz/2 81.4275 kip-ft Net moment on grade beam(Mnet)=MU-MR = 280.7805 kip-ft Area of steel required(AS)=Mu/(4xd) - 3.342625 in` Size of bar = #5 Area of one bar = 0.31 in' No of bars required - 11 Hence provide a grade beam of size 12"wide x 24"deep w/(4)-#5 rebars at top and bottom with#3 ties @ 6"O.C. 31 • Consulting Engineers, Corp. Project :Taco Bell , Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 APPENDIX A Design of Ledger connection to stud wall (at Trellis Level): Designed for Maximum Load: Span of Joists = 10'-0" Dead Load = 6 psf. Live load = 10 psf. Total load = 16 psf Load to be transferred through the nails = 10 x 16 160 pif. Try SDS 25600(1/4"dia x 6 "long) Side member Thickness is 3.5"(Effective thickness of ledger board) Refer Simpson Catalog 2007 Page#20 Nail diameter = 0.25" Nail Length = 6" Shear capacity of screw (Zm1) = 470 lbs This Z is Tabulated Lateral Design Value for Nail Connections, which shall be multiplied by all applicable adjustment factors. /+ /+ /� /� Z' = CDXCMXC,XCegXC9XC, Refer Table 10.3.1, page 58 of NDS, 2005 edition. Z' = 0.9 x 1 x 1 x 1 X1 X 1 X Z CD = 0.9 CM = 1(DRY Condition) C, = 1 Ce = 1 C9 = 1 Co = 1 Z' _ 423lbs Minimum nail penetration = P P actua, = Nail length--Thickness of Ledger Board 6.0-3.5 2.5" (When 6D<=p<1 OD) Tabulated Z'value shall be multiplied by p/10D For 16d nails, 10D is 1.62", Therefore, Cd - 2.5/2.5 1.0 Therefore, Z' = 1.Ox 423 = 423 Ibs(Capacity of each nail in single shear) Rafters spacing is 16"i.e. 1.33 ft Total load to be transferred through the nails to each wall stud - 160 plf x 1.33= 213 Ibs Number of nails required per stud = 213/423 0.5 (say 2 nos.) Hence provide(2)-SDS 25600-1/4"dia x 6 "long for the connection between ledger board and stud wall. 32 • Consulting Engineers, Corp. Project :Taco Bel& " Designed by :SK Date:2/1 312 00 9 Client :0008090 Checked by :MJ Date:2/13/2009 Design of Stud wall: Height = 14'-0" Load = Roof load+Wall load (5.5/2)x 48+ (21) x 19 731 plf i Provide 2 x 6 DFL#2 @ 12" o.c.See attached calculations. 1 Job Title Stud Wall -------------------------------------------------------------- BEARTNG (LUMBER STUD) WALL DESIGN ----------------------------------------------------------- GENERAL INPUT DATA ----------------------------------------------------------- Height of the wall = 14.00 ft Load duration factor 1.00 Load intensity (axial) = 731.00 plf Wind pressure, qz = 20.00 psf No. and size of top plates - 2 - 2x6 Joist spacing = 16 in. O.C. Stud size & spacing = 2x6 - 12 in. O.C. Bracing = 2x6 @ mid height LUMBER PROPERTY DATA ------------------------------------------------------------ Wood Species Douglas Fir-Larch Commercial Grade No.2 Moisture Condition DRY Fb = 1345 psi Fv = 180 psi Fc = 1350 psi E = 1.60 Mpsi DESIGN DETAILS ------------------------------------------------------------ Wood Species Douglas Fir-Larch Commercial Grade No.2 Moisture Condition DRY Stud size & spacing = 2x6 - 12" O.C. Sectional area of stud, A = 8.25 in.2 Section modulus about bending axis = 7.56 in.3 M.O.I. about bending axis, I = 20.80 in.4 Effective length of stud, le = 13.62 ft Moment: due to lateral load, per stud = 5569.2 in.-lb fb M/Sxx = 736.43 psi fc P/A = 88.61 psi fv = 23.79 psi INTERACTION EQUATIONS ------------------------------- ------------------------- fc/Fc' = 0.19 O.K. ( <= 1.00 ) (fc/Fc' ) z+fb/(Fb'*(1-FcE) )= 0.69 O.K. ( <= 1.00 ) RESULTS = O.K. i i 33 Consulting Engineers,Corp. Project :Taco Bell ° Designed by :SK Date:2/13/2009 Client :OCOB090 Checked by :MJ Date:2/13/2009 Holdown Anchor Bolt Connection per ACI Appendix D Design tensile strength (ON„) Steel Strength (ONsa) (Nsa = 0 x n x (Asexf=) Here, 0 = 0.75 n = 1.0 ... (Single anchor bolt considered) A5e 0.462 inc2 ... (ACI-318-05 Design Applications,Table34-2, 7/8"dia) futa = 75000 psi ... (ACI-318-05 Design Applications,Table34-3) Per D.5.1.2 futa < 1.9 x fya ... (ACI-318-05 Design Applications,Table34-3) < 1.9 x 55000 = 104,500 psi futa < 125,000 psi ON,, = 0.75x1.Ox (0.462x75000) 25987.5 lbs Concrete breakout(ONeb) / ONcb = (D x (ANd AN,,) x 4ed,N x qjc,N x LVcp,N x Nb Here, 4 = 0.65 ... (Post installed anchor Category 1,Table34-3) AN./ANc _ 1.0 ... (Single anchors away from edges) W�,N = 1.0 ... ( Per D5.2.6,Assuming Cracking at service load level) qjep,N = 1.0 ... ( Per D5.2.7, cast-in anchors) 4'ed,N = 0.7+0.3(Ca,min/ 1.5x hef) If Ca,min< 1.5x hef ( Per D5.2.5) 0.7+0.3(6.00.875/ 1.5x8.0) = 0.83 Nb k,x(f")"0.5x(hef)"1.5 where, f'c = 2500 psi hef = 8.0 inch ... (Assumed Embedment length) kc = 24 ... (ACI-318-05 D5.2, cast in anchor) Nb = 24x (2500)^0.5x(8)^1.5 = 27152.9 Ibs ONeb 0.65x1.0x0.83x1.0x1.0x27152.9 14649 Ibs Pullout strength (ONeP) 4)Npe = 0x4V,,p xNP Where, 0 = 0.65 LVe,P = 1.0 Np = 19,463 Ibs ... (ACI-318-05 Design Applications,Table34-3) (DNp„ 0.65x1.0 x19, 463 126511bs Therefore, ON,, = 12651lbs 34 Consulting Engineers, Corp. Project :Taco Bell, J Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 Design shear strength ((PV„) Steel Strength in Shear(V,,) ovsa = 0 x n x(0.6Asexfuta) Here, n = 1.0 ... (Single anchor bolt considered) 0 = 0.65 ASe = 0.462 inC2 ... (ACI-318-05 Design Applications, Table34-2,7/8"dia) f,na = 75000 psi ... (ACI-318-05 Design Applications,Table34-3) (Ma 0.65x1.Ox (0.6xO.462x75000) 13513.5 I bs Concrete Pryout strength in shear(cPVcp) (DVep = 4)xkcpxNeb Here, 0 = 0.65 k,p = 2.0 ... (for het>2.5 inch) Ncb - (ANd ANco) x q ed,N x 4 c,N xq)cp,N x Nb Y,p,N = 1.0 ... ( Per D5.2.7, cast-in anchors) 41.N = 1.0 ... ( Per D5.2.6,Assuming Cracking at service load level) LPed,N = 0.7+0.3(Ca>min/1.5x het) if Ca,min< 1.5x hef ... ( Per D5.2.5) 0.7+0.3(6x0.875/ 1.5x8.0) 0.83 Nb = kcx(f'J'I0.5x(hef)11.5 - 24x (2500) ^0.5x (8) 11.5 = 27152.9 Ibs Nce - 1.OxO.83x1.Ox1.Ox27152.9 = 14649lbs COVep = 0.65x2.Ox9578 12451.4 Ibs Therefore, 4PV„ = 12451.4lbs Maximum uplift force=7481 Ibs Per AC1318-05, Appendix D4.1.1 Factored uplift force = 1.4 x 7481 = 10473.4 < ON, < (DV„ Hence O.K. Hence, provide 7/8" anchor bolt with 8"min embedment. 35 Consulting Engineers, Corp. Project :Taco Bell, ' * Designed by :SK Date:2/13/2009 Client :0008090 Checked by :MJ Date:2/13/2009 Design of connection to resist wind load at parapet level. Designed for Maximum Load: Span of Rafter - 6'-0" Wind pressure acting on the roof _ 15 psf Load to be transferred through the nails = 6 x 15 90 plf Try 16D Nails Side member Thickness is 1.5"(Effective thickness of ledger board) Refer NDS-2005, Page#97 « Nail diameter = 0.148" Nail Length = 3.25" Shear capacity of screw(Zm1) - 118 Ibs This Z is Tabulated Lateral Design Value for Nail Connections, which shall be multiplied by all applicable adjustment factors. Z' = CDxCMxCIxCegxCgxCA Refer Table 10.3.1, page 58 of NDS, 2005 edition. Z' = 0.9x1x1xixlxIxZ CD = 0.9 CM = 1(DRY Condition) Ct = 1 Ceg = 1 C9 = 1 CA = 1 Z' = 106.2lbs Minimum nail penetration = P P actuai = Nail length-Thickness of Ledger Board = 3.26-1.5 = 1.75" (When 6D <=p<10D) Tabulated Z'value shall be multiplied by p/101) For 16d nails, 10D - 1.48", Therefore, Cd = 1.75/1.48 1.23 Therefore, Z' 1.23x 106.2 130.65 lbs (Capacity of each nail in single shear) Rafters spacing is 16" i.e. 1.33 ft Total load to be transferred through the nails to each wall stud = 90 plf x 1.33 = 119.7 Ibs Number of nails required per stud = 119.7/130.65 0.92(say 3 nos.) Hence provide(3)-16d dia x 3 1/4"long for the connection between ledger board and stud wall. 36 Consulting Engineers Corporation Project:Taco Bell Designed By:SK Date ?Jl32D09 Project#:0008090 Checked By:MJ Date 2/13/2009 LATERAL CALCULATION PART I:Wind Analysis Check applicability of slmplffled provisions per section 6.4.1.1,ASCE 07.0 1.Simple diaphragm building Yes As per definition in section 6.2.ASCE07-05 2.Low rise building Yes As per definition in section 6.2.ASCE07-05 3.Enclosed building Yes As per definition in section 6.2,ASCE07-05 4.Building of regular shape Yes As per definition in section 6.2,ASCE07-05 5.Building is not flexible Yes As per definition in section 6.2,ASCE07-05 6.No special wind characteristics Yes 7.Flat,gabled or hipped roof Yes As per Arch drawings 8.Torsional irregularities not a concern Yes As per Note 5 at Figure 6-10,ASCE07.06 Therefore simplified provisions are applicable 1 Wind Load Calculation using simplified procedure per Section 6.4,ASCE 7.05 ----------------------------------------------------- M.. 4.OD ft First floor shear wall tributary height=4+1412=11 It Mean roof height(h)_ _ 14=14n) 14.Ot1 fl ----------------------------------------------------- Bas c Wind Speed=�mPh Exposure= C Roof Stope= Roof angle� 0.00 Degrees Mean roof height= 14.00 it As per definition in section 6.2,ASCE07-05 a= 1.3 As per Figure 6-2,ASCE 07-05 Kp=j 1.00 jAs per Section 6.5.7.2.ASCE 07-05 (Sine Flat Terrain) I= 1.DD As per Table 6-1,ASCE 07-05 Obtain tabulated value of P.(As per Figure 6.2,ASCE 07-05) Rocf angle Horizontal loads Vertical loads End Zone Interior Zane End Zone Interior Zane A(Wall) B{ROOT) C{Wall) D(RoofJ Roof (LW G Roof Roof D to 51 11.5 -5.9 7.6 3.5 -13.8 -7.8 -9.6 -6.1 30 to 45 12.9 8.8 10.2 7.0 1.0 .7.8 0.3 .6.7 Interpolating for roof angle 0 degrees 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 One Story tateral Design L-1 1 � � Consulting Engineers Corporation Project:Taco Bell Designed By:SK Date 2/1 312009 Pro ect#:0008090 Checked By:MJ Date 2/1312009 Calculation of Simplified design wind pressure(Ps)using Equation 6.1,ASCE 07-05 Neglecting negative wind pressure on roof,Positive simplified wind pressure on wall is calculated as below PS for A wall(End znna wau)=I Kz1 I PS30=1 15.0 psi PS for C wall(InWm zone wan)=I Kzt I Ps30=1 9.9 psf Calculatlons for end zone width Least horizontal dimension fn plan= 21.0 ft edge strip(a)= 0.10 x 21=2.1 tt or= 0.40x14=5.61t But not less than a 0.04 x 21=0.84 ft or a 3.0 ft ...Governs,Take as end strip of end zone Tributary width of End Zone�2 x a= 6.0 It Calculations of Lateral load due to wind along each shear line(For shear line reference,see page T-1) Tributary Tributary Area Wind Roof to foundation floor: 2 pressure V (lbs) width (k) height (ft) (it) S North-South Vi(A wall) 6.0 11.00 ]'66.0'-'- - -15.0 987.-- V t C wall 4.6 11.00 49.5 9.9 489 _'_ 1476 V2 C waIll 15.5 11.00 170:5 9.9 16115 1685 V2AAwall 5.75 11.OD -63.3'-' 9.9 625 V2B A wall 5.75 MOD 63.3 9.9 625 East-West V3(A wall) 6.0 11.00 66.0- 15.0 987 V3 C wall 8.0 11.00 -88.0 9.9 869 . 1856 V4 Cwall 8.0 11.00 88.0 9.9 869 V4 A wall 6.0 11 M 66.0 15.0 987 1856 V3A A wall 6.00 11.00 66.0'-` --15.0 987 V3A Cwall - 1.00 11.00 S'.it'.0` '.,_.,9.9 109 1095 V38 C wall 1.00 11.00 -1 LA= -9.9 109' V36 A wall 6.00 11.00 --66.0 1 15.0 1 987 1095 One Story Lateral Design L-2 Consulting Engineers Corporation Project:Taco Bell Designed By:SK Date 211312009 Project ft:0008o90 Checked By:MJ Date 2/13/2009 PART II:Seismic Analysis Seismic Load Calculations Using Eguivateni Lateral Force Procedure tier Section 12.8 ASCE 7-05 Roof level W calculations Dead load of roof_ 28 psf Dead load of wall(per f12 area)- 19 psf (Perimeter x Height of Wall/Area)x Dead load Appropriate Live load per section 12.7.2,CBC 20071 0 psf Roof level W= 47 psf Site Class= - - D - - (Assumed) Seismic Occupancy Category= It - Per table 1604.5,CBC 2007 rmportance factor(t)= -1 - - Per table 11.5-1.ASCE 7-05 Latitude of site= 33.66166 From USGS program Longitude of site= 117.372 From USGS program Mapped MCE spectral Response acceleration for short period Se= 1.949 From USGS program Mapped MICE spectral Response acceleration for 1 second period Si= 0.73 From USGS program Site Coefficient Fe= 1.0 per table 1613.5.3(1).CBC 2007 Site Coefficient F„_ - 1.5 Per table 1613.5.3(2),CBC 2007 MICE spectral Response acceleration for short period SMs=Fe x Ss= 1.94 g MICE spectral Response acceleration for i second period SM,=F.,x S,= 1.10 g Design spectral Response acceleration for short period Scs=W x SMs= 1.29 g Design spectral Response acceleration for 1 second period Sri,=2/3 x SM,= 0.73 g Approximate fundamental period calculations per Section 12.8.2 ASCE 7 Height of building= 18.00 ft C,- 0.02 From table 12.8-2,ASCE 7-05 x= 0.75' From table 12.8-2,ASCE 7-05 Ta=Crx11'= 0.17SLC T, 6.00 Sec From Fig 22-16,ASCE 7-05 Seismic Design Category(SDC)= D Per Section 1613.5.6,CBC 2007 Response Modification Factor R= 6.0 Per table 12.2-1,ASCE 7-05 Maximum Cs(If T,<TJ=So,!(T x(R/q)= 0.70 Per Eq 12.8-3,ASCE7-05 Maximum Cs(if T,>Tr)=Sur x T,1(T2 x(R 11))= 23.90 Per Eq 12.8-4.ASCE7-05 Minimum Cs(If S,<0.6g)= o.01 Per Eq 12.8-5,ASCE7-05 Minimum Cr(if S,>0.6g)=0.5 S,1(R 11)= 0.06 Per Eq 12.8-6,ASCE7-05 Seismic Response Coefficient Cs=Scs1(R/1)=0.22 Seismic base shear for strength design Vso=Cs x W= 0.22 x W Seismic base shear for allowable stress design Vim=0.7 x Cs x W= 0.16 x W Per Basic load combinations specified in section 1605.3.1,CBC 2007 Total weight of building MT-1)= 60520 Ibs Total seismic base shear V=Cs x WTI,= 9683 Ibs One Story Lateral Design L-3 i Consulting Engineers Corporation Project:Taco Bell Designed By:SK Date 2/13/2009 Project#:0008090 Checked B :MJ Date 2/1 312 00 9 As per Section 1613.6.1,CBC 2007 diaphragm of building Is flexible,so Two dimensional analysis is permitted per Section 12.5.4,ASCE 7 Calculation of seismic toad on each shear line by tributary area method(See Tributary area plans an page#T-1) For seismic categories D through F,Redundancy Factors(p)=1.3(per Section 12.3.4-2,ASCE 7) Tributary Tributary SW Roof to Foundation: length(h) width(ft) r(rho} w(cast) a�1 v cabs) North-South 1V1 28 10.5 1.3 47 17963 2874 1V2 28 10.5 1.3 47 17963 -:2874 6022 2V2 28 11.5 1.3 47 19674 -3146 1 V2A 14 5.75 1.3 47 4919 787 1V2B 14 5.75 1 1.3 1 47 1 4919 -787 East-West iV3 21 1.3 47 17963. -'..2874 1V4 21 14.D 1.3 47 1 17963 "Y2874 1V3A 5.75 1 14.00 1.3 47 1 4919 - -767 iV313 5.75 1 14.00 1.3 47 1 4919 787 Abbreviation table and values for shear panel deflection check as per Section 2305.3.2,CBC 2007 A(it?)=Area of end post 4 x 4 DFL#2= 12.25 d(in)=Vertical elongation of anchorage= 0 (Assuming no deflection at holdown) E(psi)=Elastic modulus of end posts 4 x 4 DFL#2 per NDS 2005 1600000 e„(in)=Nail deformation per table 2305.2.2(1),CBC 2007 0.005 (Since 1 Od nails in seasoned wood) G(psi)=Panel rigidity per table 2305.2.2(Z),CBC 2007 83500 (for OSB sheathing) i(in)=Thickness of sheathing 0.5 Ca=Deflection amplification factor 4.0 Per table 12.2-1.ASCE 7-05 h(h)=height of shear wall v(plq=shear force at tap of each panel A—(in)=Allowable shear wall deflection per table 12.12-1,ASCE 7-05 dam„i(in)=Actual shear wall deflection per equation 23-2,CBC 2007 OTM(Ibs-ft)=Over turning moment due to lateral force on panel RM(Ibs-it)=Resisting moment due to dead load on panel Mr„�(Ibs-ft)=Nei overturning moment p(rho)=Redundancy factor One Story Lateral Design L-4 4 • • Consulting Engineers Corporation Project:Taco Bell Designed By:SK Date 2/f 3/2009 Project#:0008090 Checked By:MJ Date 2/1312009 Root Dla hra m Des! n Maximum size of roof diaphragm is 28 ft x 21 It V3 Size of chord member=(2)2 x 4 DFL#2 Effective size of chard= 3.5 in x 3 in Area of chord= 10.5 sq.in. 28.00 It Allowable stresses in chord(DFL#21 Allowable tension stress= 575.0 psi E Allowable compression stress= 625.0 psi V4 21.00 ft V1 V2 Uniform wind load(w) (North-South)_(28 f1 x 11 ft x14.95 psi)/28 it= 164.5 plf (Governing force in North-South direction) Uniform wind load(w) (East-West)_(21 f1 x 11 ft x14.95 psi)/21 ft= 164.5 pit Uniform seismic load(w)(North-South)=(21 ft x 28 ft x 0.16x47 psf/28 ft= 157.9 pit Uniform seismic load(w)(East-West)=(21 ft x 28 ft x 0.16 x 47 psf 121 ft= 210.6 pit (Governing force in North-South direction) Shear force calculations Vdaphragm(North-south)=(164.45 plf x 21 ft )1(2 x 28 ft)= 61.7 p1r Vdiaphragm(East-West)_(210.56 of x 28 ft)1(2 x 21 ft)= 140.4 pit (Governing shear for diaphragm design) Provide wood structural diaphrapim as per Table 2306.3.1 CBC 2007 Minimum Framing Inferior Provide Panel grade Common nail Penelrabon Minimum Thickness Boundary member Blocked/ nailing nailing (in) (in) (in) Unblocked spacing spacing(in) OSS or CDX Structural I 10d 1 1/2 1 15132 2 Unblocked 6 in O.C. 12 in O.C. Chord and Chord splice design: Diaphragm moment(North-south)_(164.45 plf x 21 ft"2)!8= 9065 Ibs-ft Diaphragm moment(East-West)=(210.56 plf x 28 ft^2)18= 20635 Ibs-ft Tension or compresion in chord(North-South)=9065.30625lbs-ft/2B 11= 324 Ibs Provide Chord splice ST6236 strap,;; Tension or compresion in chord{East-West)=20634.88 Ibs-ft/21 ft= 983 Ibs (Governing force in chord) -F.=38451bs Tension or Compression stress in chord=962.61 Ibs/10.5 sq.in.= 93.6 psi <Allowable tension and compression stresses in chord, hence OX One Story Lateral Design L-5 4 Consulting Engineers Corporation Project:Taw Bell Designed By:SK Dale Zff af2009 Project#:0008090 Checked By,MJ Date 2113/20NI PART III:Shear wall Design -------I First Floor shear walls North-South Shear Walls Shear wall V1 Length of shear wall- 4 It Provide Hardy Grace Frame Length of shear line- 28 it Height of shear wall(h)= 11.50 It ft V� ;.48 kips V,*� .87 kips Shear due to seismic governs P-$T.: kips v =2.87 kips x 10DO/4 it= 717.50 pit Provide(1)HF�Xftlll-.. .... ...... ..... .......... ...... . ...... ........ ....... Total Force= 2870.00 lbs IV=3590lbs: .... ......... .. Drag collector force(lbs) (2.87 kips-(2.87 kips 128 x 1000 2460 lbs Prov ide'Q�TF251- F-i;-:3845'Ibs:. Shear wall V2 Length of shear'Nall= 5.32 it Provide Hardy Brace Frame Length of shear line= 28 If Height of shear wall= 9.00 It It VM 1.68 kips V-,m,* 6.02 kips Shear due to seismic governs 6.02 kips v =6,02 kips x 11000 15.32 If= 1131.58 p;f Provide(2)HFX-18x9 Total Force= 6020.00 lbs IV-2 x 3270=6540 lbs 7 .. ........ ....... Shear wa No.of Cantilever Column= 2 It Provide Cantilever Column System Height of shear wall= 14.00 ft it R value of Cantiler column-1.25 V. 0-62 kips Multiplying the Force R=6.011.25=4.8 V,w& 0.79 ldps Shear due to seismic governs o.,!S::* ldps Total Force= 3792.00 bs Provide(2)-7S6x6x1t2.5ize column Force per Column= 1896.00 lbs iSee page#22 for design of Cant.Column calc6lition Drag collector force(lbs) 0.79 kips-(0.79 kips 114 Px 211_M178lbs r.ide F= 3845 lbs, Shear wall V213 No.of Cantilever Column= 2 it Provide Cantilever Column System Height of shear wall= 14.00 ft it R value of Cantiler column=125 V.1d 0.62 kips Multiplying the Force R=6.011.25.4.8 V.d.,ft 0.79 kips Shear due to seismic gomenris, 0'79* kips Total Force= 3792.00 ;bs Provide(2)-TS6x 6xl/2.size column Force per Column- 1M.00 bS See page#22 for desig,n of Cant Column calculation Drag collector force(lbs) 0.79$dps,-(0.79 Idps 114 ft�x 2.11 Provide 678 lbs F=..38451ttls* One Story Lateral Design L-6 Consuliing Engineers Corporation Project:Taco Bell Designed By:SK Date 211=009 Project#:0008090 Checked By:MJ Date 211=009 East-West Shear Walls Shear wall V3 Length of shear wall= 31 it Provide a single panel of length 31'-0' Lenglh of shear line= 31.5 R Height o1 shear wall= 14.001t it V„"d 1.86 kips V� 2.87 kips Shear due to seismic governs --"'2.87 kips v=2.87 kips x 1000/31 it= 92.58 pit w e15/32'CDX structural w/10d @ 6"O.C.. , If Spacing o1 Simpson A35 clip= 450 Ibs x 12/92.59 plf 58 in O.C. Provide A35 @ 32"O.0 = Holdown calculations Panel 1 Length of panel(it)=b= 31 OTM(Ibs-ft)=(v x b x h)= 40l80.0 Dead Load on shear wall(pit)=Wd= 3T5 RM(ibs-ft)=(O.".14SoS)WdA2)/2 7548.7 M_(Ibs-ft)=OTM-HM 32631.3 Uplift force(Ibs)=M„e/b 1052.6 Provide Holdown PHD2 on(2) 2z slud Uplift capacity of holdown(Ibs)= 2080lbs AA.(in)= 0,087 A,,,8„(in)= 0.02 x h= 0,28 Deflecton Check O.K. Stiffness(pit)=v x b/o= 396363.9 Drag collector force(Ibs)_ (2.87 kips-(2.87 kips 131-5 tt x 31 ft x 1000 46 Ibs Provide ST6236 F= 3845 Ibs Sill anchor bolt calculations Spacing of 5/8"dia.anchor bolts=(12 x 1.33 x 890)192,59 153.00 in JProvide 518"O-A.S.@ 32"O.C. Shear wall V4 Length of shear wall= 7 it Provide a single panel of length T-O' Length of shear line= 31 it Height of shear wall= 14.00 It It V,,w 1.86 kips V- 2,81 kips Shear due to seismic governs 2,87 kips v =2.87 kips x 100017 ft= 410,00 pll Provide one(ace 15/32"CDX structural fw/1 Od @ 4"O.C. Allowable v=460 pit Spacing of Simpson A35 clip= 450 Ibs x 12 1410 pit 13 in O.C. Provide A35 @ 8"O.0 Holdown calculations Panel 1 Length of panel(ft)=b= 7,5 OTM(Ibs-ft)=(v x b x h)= 43050.0 Dead Load on shear wall(910-Wd= 37.5 RM(Ibs-ft)=(0.6-0.14S0s)WdxC)/2 441.8 M„e,(Ibs-ft)=OTM-AM 42608.2 Uplift farce(Ibs)=M e,/b 5681.1 Provide Holdown HIM on 4x st Uplift capacity of holdown(Ibs)= 7460Ibe - ,1.,(in)= 0.054 (in)= 0.02 x h= 0.28 Deflection Check O.K. Stiffness(pit)=v x b/4= 684715.7 Drag collector force(Ibs)a (2.87 kips-(2,87 kips/31 ft x 7 ft x 1000 = 2222 Ibs Provide ST6236 F 3845 Ibs Sill anchor bolt calculations Spacing of 518'dia.anchor bolts=(12 x i.33 x 890)/410 34.00 in JProvide 5/8"0 A.B.@ 32"O.C. One Story Lateral Design L-7 Consulting Engineers Corporation Project:Taco Bell Designed By:SK Dato 211 312 00 9 project#:0008090 Checked By:MJ Date 2113/20091 Shear wall V3A No.of Cantilever Column= 2 it Provide Cantilever Column System Height of shear wall- 14.00It 11 R value of Cantiler column=1.25 V-4 1.10. kips Multiplying the Force R-6.011.25=4.8 V.h,. 0.79 kips Shear due to wind governs 1.1Q.. kips Total Force. 528DA0 Ibs Provide(2)-TS6x 6x 112 size columnms Force per Column= 2640.00 Ibs See pago#22 fordes' n of Cant-Column calculation Drag collector force(Ibs)= (1.1 kips-(1.1 kips 114 tt)x 2 ft)x 1000 943lbs PrpAdeST6236-.F=.-3845lbc: Shear wall V3B No.of Cantilever Column= 2 ft Provide Cantilever Column System Height of shear wall= 14.00 ft fi R value of Cantiler column-1.25 V. 1.10 kips Multiplying the Force R=601.25=4.8 V 0.79 kips Shear due to wind governs 1.10 kips Total Force= 5280.00 Ibs Provide(2),-TS6z6xf12_sizecolumn Force per Column= 2640.00 Ibs See a e1122 for design of Cant Coumn OdICu181i0r1 Drag collector force(Ibs)o (1.1 kips-(1.1 kips 114 R)x 2 ft x 1000 943 Ibs Provide ST6236 F= 3845Ibliv: END OF LATERAL DESIGN I CneStory Lateral Design L-8 �r TITLE 24 REPORT Title 24 Report for: Taco Bell 31712 V...ir�ulpMsa�I Lan4 Trail Road s lb5,n� rie }CA 92530 1io1S ;o si � , 10 Sal�bO c/\lf) b� �ycC:.:iiS '.' I-iL; t.- i� IILUJB�s �, t, aj%wdd>' JO a3jgeo; ,dr ;'t� ri �sal 10 Isnoidds Ol pef �` iL• n,;la JO aa;JSfiSSi rZU, ,ir I✓nOJdd's (Jl I1��USi:1 /�C} laq 6ul"Pued tl. .. . signer: al 41 t!vlazl! �;� :Prajr ------ ---- ` =`Fe cture+Interiors o � s� _�.._ L•,;4$� ,' econd Street �6K,vnss; ,}n L is Beach, CA 90803 (562) 439-3555 Report Prepared By: Davar & Associates Davar & Associates Inc. 12016 Telegraph Rd, Suite 205 Santa Fe Springs, CA 90670 (562) 777-8050 VTY OF .- —F . f; ! .t. Job Number: F. ' `'L 3` r 08-101 Date: 10/14/2008 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report- This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft,LLC-www-energysoft.com- EnergyPro 4.4 by EnergySoft Job Number.08-101 User Number:4552 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form MECH-1-C Certificate of Compliance 3 Form MECH-2-C Air & Water System Requirements 5 Form MECH-3-C Mechanical Ventilation 6 Form MECH-4-C HVAC Misc. Prescriptive Requirements 7 Form MECH-MM Mechanical Mandatory Measures 9 HVAC System Heating and Cooling Loads Summary 11 I I I i � EmrgyPro 4.4 by EnergySoft Job Number: 08-101 User Number.4552 CERTIFICATE OF COMPLIANCE (Part 1 of 2) MECH-1-C PROJECT NAME DATE Taco Bett 10/14/20.08 PROJECT ADDRESS 31712 Mission Trail Road Lake Elsinore PRINCIPAL DESIGNER-MECHANICAL TELEPHONE Building Permit# Davar & Associates (562) 777-8050 DOCUMENTATION AUTHOR TELEPHONE Checked by/Date Davar & Associates Inc. (562) 777-8050 EnforcementAgency GENERAL INFORMATION i DATE OF PLANS BUILDING CONDITIONED FLOOR AREA CLIMATE ZONE 11833 sq.Fti 10 BUILDING TYPE ❑X NONRESIDENTIAL ❑ HIGH RISE RESIDENTIAL ❑1 HOTELIMOTEL GUEST ROOM PHASE OF CONSTRUCTION ❑ NEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION ❑ UNCONDITIONED (File Affidavit) METHOD OF MECHANICAL PRESCRIPTIVE ❑ PERFORMANCE COMPLIANCE PROOF OF ENVELOPE COMPLIANCE ❑ PREVIOUS ENVELOPE PERMIT ❑ ENVELOPE COMPLIANCE ATTACHED STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations.This certificate applies only to building mechanical requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR SIGNATURE DATE Davar &Associates O The Principal Mechanical Designer hereby certifies that the proposed building des6d represented in this set of con , documents is consistent with the other compliance forms and worksheets,with the specifications, and with any other calculations submitted with this permit application.The proposed building has been designed to meet the mechanical f requirements contained in the applicable parts of Sections 100, 101, 102, 110 through115, 120 through 125, 142, 144, and 145. I❑ The plans&specifications meet the requirements of Part 1 (Sections 10-103a). The installation certificates meet the requirements of Part 1 (10-103a 3). i i F-1 The operation&maintenance information meets the requirements of Part 1 (10-103c). Please check one: (These sectionsof the Business and Professions Code are printed in full in the Nonresidential Manual.) ❑ 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation;and that I am licensed in the State of California as a civil engineer,or mechanical engineer or I am a licensed architect. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation;and that I am a licensed contractor performing this work. I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code to sign this document because it pertains to a i structure or type of work described pursuant to Business and Professions Code sections 5537,M38,and 6737.1. PRINCIPAL MECHANICAL DESIGNER-NAME SIGNATURE DATF�� I LIC.# �� Davar & Associates (( (((((( INSTRUCTIONS TO APPLICANT 14E LJ MECH-I-C: Certificate of Compliance. Park 1, 2, 3 of 3 are required on plans for all submittals. M1 MECH-2-C: Air/Water/Service/Water Pools Requirements. Part 1 of 3,2 of 3, 3 of 3 are required for all submittals, but may be on plans. -X'MECH-3-C: Mechanical Ventilation and Reheat is required for all submittals with mechanical ventilation, but may be on plans. X MECH-4-C: HVAC Misc. Prescriptive Requirements is required for all prescriptive submittals, but may be on plans. MECH-5-C: Mechanical Equipment Details are required for all performance submittals. EnergyPro 4.4 by Energy5oft User Number:4552 Job Number:08-101 Page:3 of 12 CERTIFICATE -OF COMPLIANCE (Part 2 of 2) MECH-1-C PROJECT NAME DATE Taco Bed` __ 10/14/2008 Designer: This form is to be used by the designer and attached to the plans.Listed below are all the acceptance tests for mechanical systems.The designer is required to check the boxes by all acceptance tests that apply and list all equipment that requires an acceptance test. If all equipment of a certain type requires a test,list the equipment description and the number of systems to be tested in parentheses.The NJ number designates the Section in the Appendix of the Nonresidential ACM Manual that describes the test.Also indicate the person responsible for performing the tests(i.e.the installing contractor,design professional or an agent selected by the owner).Since this form will be part of the plans,completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: SYSTEM ACCEPTANCE. Before an occupancy permit is granted for a newly constructed building or space,or a new space-conditioning system serving a building or space is operated for normal use,all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. In addition a Certificate of Acceptance,MECH-1-A Form shall be submitted to the building department that certifies plans,specifications,installation certificates,and operating and maintenance information meet the requirements of Section 10-103 b and Title 24 Part 6. STATEMENT OF COMPLIANCE ❑MECH-2-A: Ventilation System Acceptance Document -Variable Air Volume Systems Outdoor Air Acceptance -Constant Air Volume Systems Outdoor Air Acceptance Equipment requiring acceptance testing Test required on aft New systems both Now Construction andRetroSt. MECH-3-A:Packaged HVAC Systems Acceptance Document Equipment requiring acceptance testing Test required on all New systems both New Construction and Retrofit. ❑MECH-4-A:Air-Side Economizer Acceptance Document Equipment requiring acceptance testing Test required on ail New systems both New Construction and Retrofit. Units with economizers that are installed at the factory and certified with the Commission do not require equipment testing but do require construction inspection. I ❑MECH-5-A:Air Distribution Acceptance Document Equipment requiring acceptance testing This test required If the unit serves 5,000 h2 of space or less and 25%ormore of the ducts are in nonconditioned or semiconditioned space like an attic.New systems that meet the above requirements.Retrofit systems that meet the above requirements and either extend ducts,replace ducts or 1 replace the packaged unit. ❑MECH-6-A:Demand Control Ventilation Acceptance Document Equipment requiring acceptance testing All new DCV controls installed on new or existing packaged systems must be tested. ❑MECH-7-A:Supply Fan Variable Flow Control Acceptance Document Equipment requiring acceptance testing All new VA fan volume controls installed on new or existing systems must be tested ❑MECH-8-A: -Hydronic System Control Acceptance Document -Variable Flow Controls Applies to chilled and hot water systems. -Automatic Isolation Controls Applies to new boilers and chillers and the primary pumps are connected to a common header. -Supply Water Temperature Reset Controls Applies to new constant flow chilled and hot watersystems that have a design capacity greater Manor equal to 500,000 Btuft -Wafer-loop Heat Pump Controls Applies to all new watedoop heat pump systems where the combined loop pumps are greater than 5 hp. -Variable Frequency Controls Applies to all new distribution pumps on new variable flow chilled,hydronic heat pump or condenser water systems where the pumps motors are greater than 5 hp. Equipment requiring acceptance testing EnergyPro 4.4 by EnergySoft User Number:4552 Job Number: 08-101 Page:a of t2 �IR SYSTEM REQUIREMENTS Part 1 of 2 MECH-2-C F PROJECT NAME DATE 1 Taco Bed 10/14/2008 SYSTEM FEATURES AIR SYSTEMS,Central or Single Zone ITEM OR SYSTEM TAG(S) Existing RTU-2(Kitchen) Existing RTU-1 (Dining) Number of Systems 1 1 T-24 MANDATORY MEASURES Section Reference on Plans or Specification ' Heating Equipment Efficiency 112(a) 81%AFUE 81%AFU E Cooling Equipment Efficiency 112(aa) 9.0 EER 11.0 EER Heat Pump Thermostat 112(b) n/a n/a Furnace Controls 112(c),115 a n/a n/a Natural Ventilation 121(b) Yes Yes Minimum Ventilation '121 b 109 cfm I 552 cfm VAV Minimum Position Control 121 c I No No Demand Control Ventilation 121(c) !I No j No Time Control 121 a 122 e I Pro rammable Switch Programmable Switch_I Setback and Setup Control 122(e) Heating&Cooling Required) Heating&Cooling Required) Outdoor Damper Control 122 Auto Auto Isolation Zones 122(g) n/a n/a Pipe Insulation 123 Duct Insulation 124 R-8.0 R-8.0 PRESCRIPTIVE MEASURES Calculated Heating Capacity x 1.43 2 144 a&b 0 btuh 32,134 btuh Proposed Heating Capacity 2 144 a&b 130,000 btuh 102,500 btuh Calculated Sensible Cooling Capacity x 1.212 144 a&b 67,463 btuh 59,350 btuh Proposed Sensible Cooling Capacity 2 144 a&b 60,867 btuh 52,258 btuh Fan Control 144 c Constant Volume Constant Volume DP Sensor Location 144(c) Supply Pressure Reset(DDC only) 144 c Yes Yes Simultaneous Heat/Cool 144 d No No Economizer 144 a No Economizer No Economizer Heating Air Supply Reset 144 Constant Temp Constant Temp Cooling Air Supply Reset 144(f) Constant Temp Constant Temp Duct Sealing for Prescriptive Compliance 144(k) No No _ 1:For each central and single zone air systems(or group of similar units)fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable,put"N/A"in the column. 2:Not required for hydronic heating and cooling. Either enter a value here or put in reference of plans and specificatons per footnote 1. 3:Enter Yes if System is: Constant Volume,Single Zone; Serves<5,000 sqft; Has>25%duct in unconditioned space. Duct sealing is required for Prescriptive Compliance, see PERF-1 for performance method duct sealing requirements. NOTES TO FIELD-For Buildina Department Use Onl j EnergyPro 4.4 by EnergySoft User Number:4552 Job Number: 08.101 Page:5 of 12 MECHANICAL VENTILATION MECH-3-C PROJECT NAME � DATE Taco Bed 10/14/2008 PRESCRIPTIVE REHEAT MECHANICAL VENTILATION Section 121 M21 I LIMITATION Section 144(d AREA BASIS OCCUPANCY BASIS VAV MINIM M A B C D E F G H I J K L M N CA 0 � _ z 1c R < off . 0 p? y� o c e3 �° 03 v3� m m T� ° 3 m� BDa rva0 0 s 03 ma0 m0 . 0 03a. 0 0 R w3ol �+s T >S D O Q m 71 O -n.-.N T x i 0 'C m n y K n X G N� N 3 X omit m per; -n n o E' gc0 ,Qo iom o 3 m 0 0 � d3 m� s ..� 3 4�� < n3 aN p I0 -O. wP ZONEISYSTE11q s R o a ` a D Kitchen 729 0.15 109 109 109 Existing RTU-2(Kitchen) Total 109 1091 ining 1,1l 0.50 552 552 552 Existing RTU-1 (Dining) Total 552 552 I [[ - I I 1 ! I I I _ - I r l _ I t C Minimum ventilation rateparSecbon 121,Table 121-A E Based on fixed Seal er the greater of the expected number of occupants and 50%of the CBC occupant load for egress purposes for spaces without fixed seating. H Required Ventilation Air(REQ'D VA.)is the larger of the ventilation rates calculated on and AREA or OCCUPANCY BASIS(column D or G). I Must be greater than or equal to H,or use Transfer Air(column N)to make up the difference. _ J Design fan supply cl(Fan CFM)x 30%;or K Condition area(ft sq.)x 04 cfmft sq.;or _ L Maximum of Columns H,J,K,or 300 cfin M This must be less than or equal to Column Land greater thatorequal to the sum of Columns H+N_ N Transfer air must be provided where the Required Ventilation Air(column t)is greater than the Design Minimum Air(column M).where required,transfer air must be greater than or equal r to the difference between the Required Ventilation Air(column 1)and the Design Minimum Air(column M),column H-M. EnergyPro 4.4 by EnergySoft User Number:4552 Job Number: 08-101 Page:6 of 12 ]MECHANICAL SIZING AND FAN POWER MECH-4-C PROJECT NAME Taco Bet DATE10/1412008 SYSTEM NAME FLOOR AREA Existing RTU-2 (Kitchen) 729 FAN POWER CONSUMPTION A B C D _ E _ F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER PEAK WATTS BRAKE HP MOTOR DRIVE OF FANS B x E x 7461(C X D) Supply Fan 2.000 84.0% 97.0%; 1.0 1,8311 =TOTAL tments FILTER PRESSURE ADJUSTMENT EQUATION AN SYSTEM POWER(Watts,Sum Column F 1,831 144-A T 2)SUPPLY DESIGN AIRFLOW(CFM) 3,000 A)If filter pressure drop is greater than 1 inch W.C.enter - filter pressure drop.SPa on line 4 and Total Fan pressure 3)TOTAL FAN SYSTEM POWER INDEX(Row 11Row 2' SPf on Line 5. - B)Calculate Fan Adjustment and enter on Line 6. 4 5Pa 5 SPf J C)Calculate Adjusted Fan Power Index and enter on Line 7. 6)Fan Adjustment=1-(SPa-1NSPf 7 ADJUSTED FAN POWER INDEX(Line 3 x Line 6)' 0.6101 1, TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 Wlcfm for Constant Volume systems or 1.25 Wlctm for VAV systems. ITEM or SYSTEM TAG(S) PRESCRIPTIVE MEASURES Section Capacity Exception Notes ,Electric Resistance Heating ' 144 ( ) Heat Rejection System 2 144(h) Air Cooled Chiller Limitation 3 144(i) 1.Total installed capacity(MBtuMr)of all electric heat on this project exclusive of electric auxiliary heat for heat pumps. If electric heat is used,explain which exception(s)to Section(g)apply. 2.Are centrifugal fan cooling towers used on this proiecV (Enter Wes"or"Ndl If centrifugal fan cooling tower are used,explain which exceptions)to Section 144(h)apply. 3.Total installed capacity(tons)of all water and air cooled chillers under this permit. If there are more than 100 torts of aircooted chiller capacity being installed,explain which exception(s)to Section 144(i)apply. EnergyPro 4.4 by EnergySoft User Number:4652 Job Number: 08-101 Page:7 of 12 MECHANICAL SIZING AND FAN POWER MECH-4-C PROJECT NAME � DATE ' Taco Bei1� 10/14/2008 SYSTEM NAME 'FLOOR AREA Existing RTU-1 (Dining) 1,104 FAN POWER CONSUMPTION A �B� I D 0 F FAN DESCRIPTION DESIGN EFFICIENCY NUMBER PEAK WATTS BRAKE HP MOTOR DRIVE OF FANS B x E x 7461(C X D) Supply Fan 1.560 84.0% 97.0% 1.0 1,428 f I Total Adjustments j FILTER PRESSURE ADJUSTMENT EQUATION 1 TOTAL FAN SYSTEM POWER{Watts,Sum Column F) 1,428 144-A _ A)If filter pressure drop is greater than 1 inch W.C.enter 2}SUPPLY DESIGN AIRFLOW(CFM) 3,400 filter pressure drop.SPa on line 4 and Total Fan pressure 3 TOTAL FAN SYSTEM POWER INDEX(Row 1/Row 2)1 SPf on Line 5. B)Calculate Fan Adjustment and enter on Line 6. 4 SPa 5 SPf C)Calculate Adjusted Fan Power Index and enter on Line 7. g Fan Adjustment=1-(SPa-1)1SPf � I 7)ADJUSTED FAN POWER INDEX(Line 3 x Line 6)1 0.420 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 Wlcfm for Constant Volume systems or 126 Warn for VAV systems. ITEM or SYSTEM TAG(S) PRESCRIPTIVE MEASURES S T-24 Section Capacity Exception Notes Electric Resistance Heating 1 144 (g) aHeat Rejection System 2 144(h) Air Cooled Chiller Limitation 3 144 (i) 1.Total installed capacity(MBlulhr)of all eiectnc heat on this project exclusive of electric auxiliary heat for heat pumps. If electne heat is used,explain which exception(s)to section(g)apply. 2.Are centrifugal fan cooling towers used on this project? (Enter"Yes"or"No")If centrifugal fan cooling tower are used,explain which exception(s)to Section 144(h)apply. 3.Total installed capacity(tons)of all water and air cooled chillers under this permit. If there are more than 100 tons of air-cooled chiller capacity being installed,explain which exception(s)to Section 144(i)apply. EnergyPro 4.4 by EnergySoft User Number:4652 Job Number. 08-101 f Page.8 of 12 MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH-MM PROJECT NAME y DATE _Taco Betf 10/14/2008 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies X❑ §11 Any appliance for which there is a California standard established in the Appliance Efficiency Regulations will comply with the applicable standard. §115(a) Fan type central furnaces shall not have a pilot light. §123 Piping,except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit,or within HVAC equipment,shall be insulated in accordance with Standards Section 123. JAI §124 Air handling duct systems shall be installed and insulated in compliance with Sections 601,602,603,604,and 605 of the 2001 CIVIC Standards. Controls §122(e) Each space conditioning system shall be installed with one of the following: JAI §122(e)1A Each space conditioning system serving building types such as offices and manufacturing facilities(and all others not explicitly exempt from the requirements of Section 112(d))shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off-hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends and have program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted;or i C §I22(e)1 B An occupancy sensor to control the operating period of the system;or §122(e)1 C A 4-hour timer that can be manually operated to control the operating period of the system. §122(e)2 Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating andfor a setup cooling thermostat setpoint. §122(g) Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet;shall be provided with isolation devices,such as valves or dampers,that allow the supply of heating or cooling to be setback or shut off independently of other isolation - - areas;and shall be controlled by a time control device as described above. -- 9122(a&b) Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating,the control shall be adjustable down to 55 degrees F or lower. For cooling,the control shall be adjustable up to 85 degrees F or higher. Where used for both heating and cooling,the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. X §122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit(F)and adjustable setpoint stops accessible only to authorized personnel. D912(b) Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heat pump alone. EnergyPro 4.4 by EnergySoft User Number 4552 Job Number:08-101 Page:9 of 12 I MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH-MM PROJECT NAME > DATE Taco Be* 10/14/2008 Description Designer Enforcement Ventilation X❑ §121(e) Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. C §122(f) Gravity or automatic dampers interlocked and closed on fan shutdown shall be provided on the outside air intakes and discharges of all space conditioning and exhaust systems. — — — C §I22(f) All gravity ventilating systems shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside,except for combustion air openings. §121(f)1 Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau(NEBB)Procedural Standards(1983),or Associated Air Balance Council(AABC)National Standards(1989);or L §121(f)2 Outside Air Certification: The system shall provide the minimum outside air as shown on the mechanical drawings,and shall be measured and certified by the installing licensed C-20 mechanical contractor and certified by(1)the design mechanical engineer,(2)the installing licenced C-20 mechanical contractor,or(3) the person with overall responsibility for the design of the ventilation system;or n §121(f)3 Outside Air Measurement:The system shall be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a continuous basis and displaying that quantity on a readily accessible display divice;or §121(f)4 Another method approved by the Commission. Service Water Heating Systems n §113(b)2 If a circulating hot water system is installed,it shall have a control capable of automatically turning off the circulating pump(s)when hot water is not required. n §113(c) Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. EnergyPro 4 4 by EnergySoft User Number:4552 Job Number:08-101 Page:10 of 12 r r IHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME I RATE Taco Q - j 10/14/2008 SYSTEM NAME FLOOR AREA Existing RTU-2 Kitchen) 729 ENGINEERING CHECKS ISYSTEM LOAD [Number of Systems 1 COIL COOLING PEAK :.COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible _Output per System 130,000 Total Room Loads 2,6771 42,304 1,73 �Ol 0 Total Output(Stuh) 130-000 Return Vented Lighting 0 ! _ Output(Stuhlsgft) 178.3 Return Air Ducts 2,115 0 Cooling System Return Fan 0 i 0 Output per System 91,000 Ventilation 109�2,9701 8301 1091 5,417 Total Output(Btuh) 91,000 Supply Fan 6,2501 -6,250, Total Output(Tons) 7.61 Supply Air Ducts 2,115 0 Total Output(Btuhlsgft) 124.8 TOTAL SYSTEM LOAD 55,754 2,562 01 Total Output(sgftlTon) g6,1 Air System _ HVAC EQUIPMENT SELECTION CFM per System 3>000 Airflow(cfm) 3,000 ICP GPF090 I 60,867 22,618 130,000i Airflow(cfmisgft) 4.12, I �= Airflow(cfmlTon) 395.6 Total Adjusted System Output Outside Air(/o) 3.6 (Adjusted for Peak Design Conditions) 60,867 22,6181 1 130,0001 _ t— Outside Air(cfmisqft) 0.15 TIME OF SYSTEM PEAK Jan 11 pm i Jan 12 am Note:values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0OF 68.3OF 1%20F 112.3OF Supply Air Ducts Outside Air �: ~ 109 cfm Heating Coil Supply Fan 112.3°F 3000 cfm ROOMS 70.0 OF 70.0 OF 00 Return Air Ducts DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 101.0/72.6 OF 75.6163.5 of 56.0/55.4 OF 58.0/56.2 OF Supply Air Ducts Outside Air 109 cfm Cooling Coil Supply Fan 58.7/56.5 OF 3000 cfm 52.3% R.H. ROOMS I 74.7/62.4 OF 74.0162.2 OF Return Air Ducts < I EnergyPro 4.4 by EnergySoft User Number:4552 Job Number: 08-101 Page:11 or 12 r [HVAC SY&T4M HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Taco Bell 10/14/2008 SYSTEM NAME FLOOR AREA Existing RTU-1 Dining) 1,104 ENGINEERING CHECKS SYSTEM LOAD i Number of Systems 1 COIL COOLING PEAK .COIL HTG.PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 102,500' Total Room Loads 3,03 26,370 20,34 01 O Total Output(Btuh) 102,500 Return Vented Lighting 0 1{ L Output(Btuhlsgft) 92.8 Return Air Ducts 1,318 01 Cooling System Return Fan 0 of Output per System 92,900 Ventilation 552Jj 15,168 -7,77 + 552 27,346 Total Output(Btuh) 92,900 Supply Fan I 4,875 -4,875 Total Output(Tons) 7.7 Supply Air Ducts 1,318 0 Total Output(Btuhlsgft) 84.1 TOTAL SYSTEM LOAD L 49,050 12,570 22 472� Total Output(sgft/Ton) 142.6 Air System HVAC EQUIPMENT SELECTION CFM per System 3,400 Airflow(cfm) 3,400 Carrier48WJD008 52,258 42,778 7 102,5001 Airflow(cfmisgft) 3.08 -� - Airflow(cfm/Ton) 1 439.2 Outside Air(%) 16.2 Total Adjusted System Output 52 258 42,778: 102, 000 (Adjusted for Peak Design Conditions) ' Outside Air(cfmisgft) 0.50 TIME OF SYSTEM PEAK Jan 11 pm Jan 12 am Note:values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0of 62.2of 91Aof 92.8of _ Supply Air Ducts Outside Air 552 cfm o Healing Coil Supply Fan 92.8 F 3400 cfm ROOMS 70.0 of 70.0 of Return Air Ducts ` DOLING SYSTEM PSYCHROMETRICS Airstream Tem eratures at Time of Cooling Peak 101.0/72.6 of 78.7/70.2 of 63.8/63.6 of 65.2/64.1 of Supply Air Ducts Outside Air 552 cfm Cooling Coil Supply Fan 65.6/64.2 of 3400 cfm 76.8% R.H. ROOMS 74.4/68.7°F 74.0i 68.6°F Return Air Ducts ` EnergyPro 4.4 by Energysoft User Number:4552 Job Number: 08-101 Page:12 of 12