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HomeMy WebLinkAbout29261 29273 CENTRAL_04-00003151 04-00003152 04-00003153 (2)it 24307.1 W-VIP 0 1 -31St- S-3 ANF & ASSOCIATES Consulting Structural Engineers STRUCTURAL AP"`-`)A«1) SC©TTFaRE ,C s GULATIONS BY DATE These plans have been F. - 3' °? for Farefence to the aopl,cao.e codes at,-,; Astnoriaation is hereby granted to isstj€- a E 61d ng permit pending a,ppraval by all aprftabllr 'City For T9-e issuance or Q- M —M—g of a permit ase o ac_'cvat of these _: 1= _ e;l not be cA o. ,.r ' t &Q per^1it or approve a = .rton JakepEigi bitMarketplace cedes or ordinance. =4c CZ-11A pT t;o eiisriCalifornia authority to vaotate or cancel the p codes shall be valid. Architect MCG Architecture 1055 E. Colorado Blvd., Suite 4 Pasadena, CA 91106 626) 793 -9119 9420 Telstar Avenue, Suite 118, El Monte, California 91731 Tel: (626) 448 -8182 Fax: (626) 448 -8092 Email: anfl688 @pacbell.net Feb 23 2005 9:33RK HP LRSERJET 3330 p.7 J Fab 22 06 OS :24 to of Lefts tisinar e Assot iatas lac. CCMUERCMA4 'PLAN CORRECTIONS 9 e ti). Sub zoo t VIM CA 92dod p '1' 1 7a1 A ;1 {,1 .. ybona (949) 473 -290 M AVY -01 .$i4 ti X 94f) 47S Sd0 r,• / 29225 "A Aw, 411. P-& 9 _ lAc t BUILD1NOADDRM IUIUSDICIION AM .tCANP 7V,1 N4, ARCSf3T6LT18NO NEM TEL MO. OW`MhR .... T •. M). Bay=AFPjWVAL MR COW COMYI.IAMWOft ISSUANCE Of A UMMING ITO Mt i,11IE PLANH AND AMAcA 1`10N FUR TM$ CUMTRUCTIUM tiiiQUM13 THE WFOAMAMON, REVISIONS APIU CORMC TIOM 1NDI MED G111 U1Y. I: i APPROVALop n AM AND SPOMMATIONS VM NOT PAt'THB VIOLAI'WNi O!' ANY SK 170M OF 111H 1lUlWING COOP, OR 011IM ORDWANd3 OR arATE taw. USSBOF91%UCTU shdl mull bldg TYM- VN vrWdYS UMOUP;M SMRY: 1 VALUATION: 34d98O/3721461355900 A") SQ. FT Tl+l{IV7l66I11004 S'tRtlt tlaNS A. Rcssrbfnit nwkud plans Of applicable) with rcchcck and your realmm -0 to correcAkalis chin oU this coamdon list or In a arpamte responso tulEtrttolag each comn:eu t by f ttntbor, . B. Tho plan cbwkar cm be reaolW by tclopkao between the holies of Ii;Q4 u,t k, twc .il,.un the 1 S. Provide Acodsiblo packing per $1129D in each tot or p;Mtig stawwo wIxxv paikiog is prvvidlud f0f t(ts: publiaor employ= 1129D. 1. Pnint WPARKIMPo a thegruund wid,in oocli V Q439 uun) mmem isle. Use 12" (t 54 mm) ngnhnum high ahito It*= arevtslblo to tttt01c cufm ocniot 0 iaial, lace M. I 9 C-13-C. I t29A.4.2, Cvzameat: Provide for palatiQs of words NO PA1tMG In 12" hkb white lttlots on gromld 1a londliog none of AccMiblc parhlt M AHvIvmbing Wuv&%ith floot Iml Am Iowa d= next tVsttcammaa4wle rim c4ovoliml Ault &-ohlugfr throe jt a fxpmte takwater valve par CPC 710. Piesso vei* and indirato c1cvntlatt in your ro:tpow, tat; No erslrot% Not found 23 showwRila etuxding h/d ratio of table 23-" 61mll not bo vu-4 vv p ui of btml syslem M MIcul0oill P1aM m+rLIW. Vvl5r-D PrIAIL.- 10/517 A0vvn ATP P041 pret c tom / aid 41 nss,c 17nana w, vu,t m otUr na uA 1 I , Cn an t Qnnp. —v, -Ai 4 1 cyan 07 2005 5s 4BPH HP LRSERJET 3330 Scott Fazebs & Associatesi Inc. 9 Capassta Pat. Seta 200 hvire, CA. MW Phw= (949) 475.2901 fit: (449) 475-2560 BUILMINO ADDRESS P.a COMMERCIAL PLAN CORRECTIONS TEL. NO. . OWNER. IM NO: TBL NO. BEFORE APPROVAL FOR CODE COWLIANCB OR ISSUANCE OF A BUILDING PERMIT, THE PLANS AND APPLICATICIN FCR TIES CONSTRUCTION REQUIRE TIIFs INFORMATION, REVISIONS AND CORRECTIONS INDICATED Bnow. THB APPROVAL OF PLANS AND SMBCIFICATIONS DOES NOT PERMIT TIM VIOLATION OFANY SECTION OF TBEBUU.DING CODE, OR OTEMR ORDINANCE OR STATE LAW. USE OF S1 WCTURE: Shell retO bldga TYPE: VN. q rWdm CIRQUP. M STORY: I _ VALUATION: 36438MM461553980 AREA SQ. FT. 72MM66/11000 UgSTRUMONS A. Resubmit marled plans (if applicable) with recheck and your responses to cormctions either on this comecdon list or In a separate response Tefereneing each-comment by number. B. The plan rbecker can be reached by telephone between the hours of 9 mRQ am. and 5:00m,,on the following days: Monday - Friday, 1. Provide a site plan stamped and signed by design professional. 2. Cleady Men* property limes of site plan and show building setbacks from property lice. 3. The owner or licensed design professional ofrecard shall research the Title Report(s) for the site and on the ph m4 note and sign the following st x `the Title Repbrt fiortim properties has been reviewed, and any applicable, conditions, such as easenneata, incorporated into the plans" 4. When two or-more buildings are on the same property, *the building shall have an assunaedp *arty line between d= for detennking wall and opening protectmu, and roof cower requirements UBC 503.3. See. UBC 503 for exeptiops S. When a new building is eanstruaW 4acent to all dating building, show the required wall and opening an'requireanents•for the acting building will be maintained. UBC 503.3., Table 5 -A. 6. Openings ip w*dar walls le,n' than 10 feet w pmp may link of sn assumed property line shall be 3/4 iu. Sre- tedeaclieitiao ptmta s 2 -IM iJan 07 2005 5:47PH HP LRSERJET 3330 resistive consbucliox UBC And 503. P.8 7. Minimurn 30" parapet required in walls less than 10 R to property line. 8. Exterior walls shall have no openings when less than 5 feet to a property line or assumed property linai . including doors, windows scuppers, vents, etc. UBC and 504. 9. Roof access ladder detail (26/A501)— landings no more than 18 feet apart required per CMC 410.8. 10. Provide and detail UwWe exit signage per CBC 1117B.5.1 and 1003.2.8.6. 11. Show two sources of power for exit signs. UBC 1003.2.8.4. 12. Provide aloe ventilation per UBC 1505.3. 13. Design site to provide complying access from property line to all facilities; and entrances and a Unior ground floor exits of all fazgities. Accessible pa3tn oftravel shell be the most,practiral direct route feasible and may iuooaporate pedestrian ramps, curbs ramps, etc... All paths of travel shall comply unlesa there is an approved exception § 1127B.1, §•1127B.1.2. 14. Place a sign at avezy public entrance and at ovary haador junction along or leading to ass aece.9sible path of travel displaying the international symbol of accessibility. Sism shall indicate the direction to accessible ac0ity entrances and comply with §1 117B.5 trough 11178.5.10. 15. Provide aowssible pgddng per § 1129B in each lot or pinking structure where parking is provided f'pr the public or employees 1129B.1. Paint 'NO PAR -KIl G'on the ground within each 8' (7 438 mm) access fslo. Use 12" (154 mm) minimum high white letters that are visible to traffic enforcement officials. Sea Fig l l & I 8 C.B.C. 11298.4.2. 16. Affix an interna&W accessibility symbol on all accessible entrances 11 l 78.5:1. 17. Detail amity at door thresholds per 1133B.2.4.1 18. All plumbing fixtaies with floor level rims lower than next upstream man -hole An elevation shell discl»ge fteugh a separate back vulva per CPC 710. Please verify and indicate elevation in your response. 19. Smoke detector shutdown per CMC 609 is required fbr air supply systems, not individual units greater than 2500 CPL Please revise note on M.I. 0. Where is weight of masonry veneer bein in lateral andysis and 21. Dmign and.detafl anchorage ofmasonry veneer. bleI 1P6, GstL vNC 1 sue_ 616t_ PC OR.) B Ss Tie high roof and c copy to maw roof per 1633.2.5. or- A Dn 446 Mi? 4X IA 3L Wrnr ffs 9 8 T/t To . Ze3hearwallsexceedingb/d ratio of table 23 -EW shall itotbe used as part of lateral systems In calmlationar. Please MVise. j °ST¢ AN.D Ampel GcBL PC 9- 1 MV PLW fop, 5dmx wA 11Zlgl4if are kiv 49n 07 2005 5347PM HP LASERJET 3330 P.Aa 24. P- mvidedesipaand deiaiftofcollectarelements and connections to moment fimnes forbad combinations of 1612.4 per 16332-6. ' 55 PO V 1 10 -1 f aQq, 0 dvp Ste. QP6 o fir, tot _ Pap 3 aaVm r[iwtkom 2.13.96 r 1 ANF & ASSOCIATES Tel: (626) 448 -8182 Consuldna Structural En&em Fay (626) 448"8092 Tetstar Ave, Suite 118, El Moate,..CA_91731 Na VC BrY KOOOOF DATE of To GAS M64ie- Ga l oA Q OT- acnk 6 fir - s s K Z z R6 ' 3 kt4 F I n---- F 3 FfotlV'/T FPAfft- P6-,qerPJ -57^-533 0 Tet(626)448 -8182 1 ANF'' & AS$OCIATFS Fax: (626) 448-8092 Consulftn8 Structural Enonem H'cul '°n 'cben°et 9420 Telstar Ave., Suite i 18, ® Monte, CA 91731 k,Y KA A*r bawl aOX -) Oil I Jon Na By DATE SK -OF C 3 Z % eKaf GC'lv u1,, Tll lo- 6p 3 o X C ztz) = . - - K- 40-66TI°JI S Y USE x n/6 6 i AT c *D w- 3 -Y'O 1 0 t-T- TO fl (.1 l3, F/ 7 V' 3 /'z- wAtc DX-910-1 at /"0 r Fp 7- VA 5/0 zoo usz-- if- / v 7o 4, FP N „, _ P, 71c;%- zP alt 0tl°°l o, bit for)lL= 0,.5-x6 ,6 yt - 5 - &- ” ;5, Z:' P/6 aj r p-I n^ Title : Job # Dsgnr. Date: 7 13AM, 11 FEB 05 Description Scope: Usm . Ver 5 "oa f-oao- Masonry Wall Design Page 1 r»caaatm aMr acw r E.n&rs. Win, Description General Information Code Ref: ACI 530-02 k Parap$t Height 0.00 ft Cale of Em = fm ' 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Masonry Thickness 8.0 in Wall Wt Mutt 1.000 Grout @ Rebar Only psi Rebar Size 5 psi DL + LL Medium Weight Block Rebar Spacing 48 in 0.0 0.0 Equivalent DL + LL +Wind Depth to Rebar 3.810 in @ Center 0.0 Solid Thickness 4.600 in Loads 0.0 300.0 0.0 0.0 Uniform Load Concentric Axial Load Wind Load 25.000 psf Dead Load 300.000 #/ft Dead Load 0.000 #/ft 0.0 943.0 Live Load 300.000 #/8 Live Load 0.000 #/ft DL + LL + Wind 7,350.0 Load Eccentricity 0.000 in Roof Load 388.3 11.65 DL + LL + Seismic Roof Load 643.0 19,062.8 274.0 11.65 Design Values E 1,350,000 psi Rebar Area 0.078 in2 np 003641 i 0.92137 n: Es/Em 21.481 Radius of Gyration 2.535 in k 0.23590 2 / kj 9.20187 Wall Weight 49.000 psf Moment of inertia 354.810 in4 Max Allow Axial Stress = 0.25 fm (1- (h1140r)A2) Spinsp 290.99 psi AOow Masonry Bending Stress = 0.33 fm ' Spinsp = 495.00 psi Allow Steel Bending Stress = 24,000.00 psi I Load Combination & Stress Details Summary 1 14.00ft high wall with 0 -00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center Max. Bending Compressive Stress ......... 399.92 OK Allowable .................... 658.35 OK Max. Axial Only Compressive Stress ......... 17.08 psi Allowable .......... 290.99 OK Max Steel Bending Stress .............. 27,016.40 psi Allowable .......... 31,920.00 OK P61 2' Axial Bending Stresses Axial Moment Load Steel Masonry Compression Top of Wall in-# Ibs psi psi psi DL + LL 0.0 600.0 0.0 0.0 10.87 DL + LL +Wind 0.0 300.0 0.0 0.0 5.43 DL + LL + Seismic 0.0 300.0 0.0 0.0 5.43 Between Base & Top of Wall DL + LL 0.0 943.0 0.0 0.0 17.08 DL + LL + Wind 7,350.0 643.0 27,016.4 388.3 11.65 DL + LL + Seismic 5,186.2 643.0 19,062.8 274.0 11.65 14.00ft high wall with 0 -00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center Max. Bending Compressive Stress ......... 399.92 OK Allowable .................... 658.35 OK Max. Axial Only Compressive Stress ......... 17.08 psi Allowable .......... 290.99 OK Max Steel Bending Stress .............. 27,016.40 psi Allowable .......... 31,920.00 OK P61 2' Tate : Job # Dsgnr. Date: 7:13AM, 11 FEB 05 Description : Scope: User KWOSOWS3. Vat aaal-0eo-2= Masonry Wall Design Page 2' r ir s saom ExeRr u.c earn sanYrara Description Final Loads & Moments Wall Weight moment @ Mid Ht 343.00 Ibs Wind Moment @ Mid Ht 7,350.00 in-# Seismic Moment @ Mid Ht 5,186.16 in-# Dead Load Moment @ Top of Wall 0.00 in# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 300.00 Ibs Total Live Load 300.00 ibs Live Load Moment @ Top of Wall 0.00 in-# Livetoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied A)dal Load = 6,529.37 in# Maximum Allow Axial Load for Applied Moment = 16,062.58 Ibs rc -) w^ Tet- (626) 448 -8182 ANF & ASSOCIATES Fax (626) 448-8092 co=WtlnS Structn al &Wnem E'Mzm 9420 Telsw Ave. Suite 118, 0 Monte, CA 91731 W e" -M FOL OTT GHS-f t 4% f 6+140 q 6 KTo%I. MX Jon Na BY DATE SK OP 10 P "i o ANF & ASSOCIATES TeL (626) 448 -8182 neuldag StruotuM En&em Faic (W 448" 8M 9420 Telstar Ace., Suite 118, ® Monte, G 91731 307j Joe No. g o N • Br Alk Cffo) SK Ov IZ4 A/) I QaF WWI p,t, 5-449/ c. emu. z0 15 3e/& 8 %' t Pt, g tzl, a1 rt'`#> t gezo ;:dp/ i e-tb g Hs 1wL p, g6. i; xlb It8 5 z b L 3q ) wL e 7 40 6L = 5% ANF & ASSOCIATES Tei: (626) 448-8182 nault Ting Sb ctun] Engineers Faz (626) 44844 9420 Teistar Ave.. Suite 118, El Monte, CA 91731 b 1 ZP PX t z t l.l b 1 6 t4 aL =l 34 L=1 LG vt(l L, c., P P 1 3 '- i It - Joe No BY DATE SM 7 , or v fl,c. 9x 5/b X Ac r. GL i?x6oL e!b ' 3, %5"-- I W v c. ; 3G 14 ls p, F, t t7 1 t7 L 364 OL o y%x1.1 C-% Y6 VeiS Mlol I e 16 h1a,cz ZP, tA =4.2 Title : Job # Dsgnr. Date: 10:10AM, 31 OCT 04 Description Scope: - 3 UserKwO600%? Ves.ao 1 -0ao2003 Timber Beam & Joist age 1 re119B:i -2oo3 CALC F,aervn sol:aats 24ao715 erw'CalculaL'ons Description BLDG N (S121 N) Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined. 0.5136 0.3022 81 82 63 B4 B5 B6 87 Timber Section 237.64 5.125x 8,0 5.125x18.0 5.12W5.5 5.125x28.5 5125x24 0 5125X21.0 5125x25 5 Beam Width in 5.125 5.125 5.125 5.125 5.125 5.125 5.125 Beam Depth in 18.000 18.000 25.500 28.500 24.000 21.000 25.500 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 2.00 0.00 8.00 Timber Grade Sending OK Omps Fir, 24F - E Daxfas Fir, 24F - E Douglas W, 24F - E Douglas Fir, 24F - E Douglas Rr, 24F - E Dojos Fir, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,4000 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor Shear OK 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Center LL Defl Glul-am Glul-am GiuLam Glul-am Glul-am Glul-am Glul-am Repetitive Status L/Defl Ratio No No No No No No No Center Span Data Center TotalDefi in 0.497 0.408 1.646 1.622 3.111 0.146 Span fl 19.00 23.00 39.00 39.00 48.00 20.00 30.0 Dead Load Ift 520.00 128.00 144.00 128.00 128.00 128.00 100.00 Live Load Ift 240.00 128.00 144.00 128.00 128.00 160.00 40.00 Dead Load M 468.00 Live Load fft 50.00 Start ft 20.000 End It 39.000 Point #1 DL tbs 500.00 1,200.00 4,100.00 LL lbs 500.00 500.00 3,600.00 @ X R 11.500 19.500 20.000 24.000 6.000 Point #2 DL lbs 2,850.00 250.00 4,10000 LL lbs 3,600.00 @ X ft 12.000 4.000 14.000 Point #3 DL Ibs 250.00 4,100.00 LL lbs 3,600.00 @ X fl 44.000 27.500 Point #4 DL lbsi 1,280.00 LL 1,600.00 @ X 22.000 Results Ratio = 0.5136 0.3022 0.6437 0.7413 0.7686 0.1609 0.9837 Mmax @ Center irt4 411.54 237.64 928.96 1,320.56 968.74 172.80 1,408.86 @X= 9.50 11.50 17.32 22.15 24.00 10.00 14.04 fb : Actual psi 1,487.0 858.7 1,672.5 1,903.4 1,969.0 458.7 2,536.6 Fb : Allowable psi 2,895.5 2,841.0 2,598.5 2,567.8 2,5619 2,8506 2,578.5 LL lbs sending OK Sending OK Sending OK Selling OK Bending OK Bending OK Bending OK tv : Actual ps' 99.6 45.8 83.3 115.4 75.0 33.4 185.0 Fv : Allowable pst 300.0 300.0 300.0 300.0 300.0 300.0 300.0 0.340 0.229 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL tbs 4,940.00 1,722.00 4,781.08 5,246.61 3,322.00 1,280.00 7,649.67 LL tbs 2,280.00 1,472.00 3,058.00 2,727.41 3,322.00 1,600.00 6,126.67 Max DL +LL lbs 7,220.00 3,194.00 7,839.07 7,974.02 6,644.00 2,880.00 13776.33 @ Right End DL lbs 4,940.00 1,722.00 3,684.92 9,837.38 3,322.00 1,280.00 8,930.33 LL lbs 2,280.00 1,472.00 3,058.00 3,214.59 3,322.00 1,600.00 7,473.33 Max. DL +LL lbs 7,220.00 3,194.00 6,742.92 13051.97 6,644.00 2,880.00 16403.67 Deflections Ratio OK Defiectfon OK Deflection OK Deflection OK Ratio > 240 1 Deflection OK Deflection OK Center DL Defl in 0.340 0.229 0.975 1.178 1.485 0.065 0.779 L/Defl Rata 670.4 1,207.3 480.0 397.3 387.9 3,708.1 461.9 Center LL Defl in 0.157 0.180 0.672 0.445 1.626 0.081 0.642 L/Defl Ratio 1,452.6 1,535.4 696.7 1,052.6 354.3 2,9665 560.5 Center TotalDefi in 0.497 0.408 1.646 1.622 3.111 0.146 1.422 Location ft 9.500 11.500 19.032 20.280 24.000 10.000 14.760 L/Defl Ratio 458.7 675.9 284.3 288.5 1852 1,648.1 253.2 f J Title : Job # Dsgnr. Date: 10:25AM, 31 OCT 04 Description: p Scope: K , q por Sao= usw.KW- 060MS3,ver5.ea1- Ow -2on3 Timber Beam & Joist Page 1 c)1983 -2003 UMRMC &*werft Sdhvam 2430715 ecwCalculations Description BLDG N (S121N) 88-B11 I Timber Member Information Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Center DL Dell in 0-255 as 89 810 811 Timber Section 2,702.7 5.125rQ1,o 5.125x18.0 5.125X21.0 5.125X21.0 Beam Width in 5.125 5.125 5.125 5.125 Beam Depth in 21.000 18.000 21.000 21.000 Le: Unbraced Length ft 8.00 8.00 8.00 0.00 Timber Grade 502.8 Douglas ft, 24F - E Owgias fir, 24F - E Omos Fir, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 Fv - Basic Alioty psi 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.250 1.250 1.250 1.250 Member Type Glul-am Glul-am GluLam Glul-am Repetitive Status No No No No Center Span Data Span fl 19.00 16.00 19.00 17.00 Dead Load Ift 100.00 216.00 330.00 136.00 Live Load 20.00 60.00 40.00 40.00 Point #1 DL lbs 4,340.00 1,722.00 4,340.00 LL tbs. 3,850.00 1,472.00 3,850.00 Q X ft 3.000 4.000 3.000 Point #2 DL Ills 4,340.00 3,684.00 4,340.00 LL lbs 3,850.00 3,058.00 3,850.00 X ft 11.000 14.000 11.000 Results Ratio = 0.6140 0.1329 0.4777 0.5082 Mmax @ Center in-k 641.37 105.98 498.96 554.68 @X= 10.94 8.00 12.46 10.95 fb : Actual PS 1,702.6 383.0 1,324.6 1,472.5 Fb : Allovnibie ps 2,772.9 2,880.5 2,772.9 2,897.3 Bending OK Being OK Bending OK Bending OK v : Actual psi 157.1 29.3 118.6 151.0 Fv : Altvable ps 300.0 300.0 300.0 300.0 Shear OK Shear ox Shwr OK Stir OK Reactions Q Left End DL ibs 6,432.10 1,728.00 5,463.95 6,261.88 LL lbs 5,053.16 480.00 2,346.84 4,869.41 Max DL+LL lbs 11485.26 2,208.00 7,810.79 11131.29 Right End DL lbs 4,147.89 1,728.00 6,212.05 4,730.12 LL lbs 3,026.84 480.00 2,943.16 3,510.59 Max. DL+LL lbs; 7,174.74 2,208.00 9,155.21 8,240.71 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Dell in 0-255 0.071 0.263 0.186 L1Defl Ratio 893.0 2,702.7 866.5 1,097.9 Center LL Deft in 0.198 0.020 0.123 0.144 UDefl Ratio 1,150.4 9,729.7 1,853.0 1,421.1 Center Total Deli In 0.453 0.091 0.386 0.329 Location ft 9.424 8.000 9.804 8.568 L /Deft Ratio 502.8 2,115.2 590.5 619.4 111' I I t i 1 1 y.fJ C• y• r Wkil Rol C-1.11CC lit I .e,/ 3'n F'1 bl tlilllllllm ra p" t111t11ttttII 1 - --cn RS i- 1r sn:' E— R o o o o 0 o E5 Q o ANF $ ASSOCIATES Tel: (626) 449 182 ' oe Na F= (626) 448.8092 ( j p • ting Steuetwal BnBiaems ,f Br AM WMM& L Gtr DATE 0 0 9420_TelsUrAw— Suite I M Monte. CA 91731 S L OP KoOT MI 4 E r t • f 1 d AN t' & ASSOCIATES Tel: (626) 448-8182 naddag Structural Engtnem Fax (626) 448-8092 9420 Telstar Ave, Suite 118, ® Monte, CA 91731 AL tLGtSi Ljsv Sytlk+i Ole1 rr , JOB No. By DATE SK Ov l sxt e14= tz,$/ tL$ 1 3t - tA0 g19940 wd iLc, ts" L- L lZ`N 114 I' S`q6X1 89 o 3D, 69 B b o To 5yBxLl lilt, ' 5000 ILL° 9cR t•xb Z° =160 r Title : Job # Dsgnr. Date: 2:09PM, 31 OCT 04 Description Scope: V Rer 580000 User 53,Var5.8.0,1-Oer-2= Timber Beam & Joist w Page 1 c-)1963.2003 8MW. iLC Er ring Sonx;e 2430715 ecw.Calculations Description BLDG P(S121P) B1 -B7 Timber Member Infonnation Code Ret: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 0.7116 0.6373 ai a3 82 84 as 86 e7 Timber Section 1,575.15 6.75X34.5 5.125134.5 6.75X14.5 5.125x18.0 5.125x21 0 5125X34 5 512W6.5 Beam Width in 6.750 5.125 6.750 5.125 5.125 5.125 5.125 Beam Depth in 34.500 34.500 34.500 18.000 21.000 34 500 16.500 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 2.00 8.00 200 Timber Grade Sending OK Douglas Fir, 24F - E Dou tas Fir, 24F - E Douglas Fi , 24F - E Dougas Rr, 24F - E Douglas Rr, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,4000 2,4000 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor Shear OK 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Center LL Deft Glul-am GluLam Glut-am Glul-am Glul-am GluLam Glul-am Repetitive Status L/Defl Ratio No No No No No No No Center Span Data Center Total Deli in 2.332 2.291 2.343 0.037 0.710 1.776 Span Location 55.00 55.00 55.00 8.00 20.00 40.00 26.00 Dead Load 111t 152.00 128.00 128.00 100.00 560.00 480.00 128.00 Live Load Ift 152.00 128.00 128.00 40.00 300.00 480.00 160.00 Point #1 DL IDS 2,725.00 2,420.00 5,324.00 7,190.00 200.00 1,000.00 LL lbs 880.00 1,936.00 4,644.00 200.00 1,200.00 @ X ft 35.000 42.000 34.000 2.000 5.000 2.000 Point #2 OL tbs 2,420.00 2,310.00 2,752.00 5,792.00 LL ths 880.00 3,643.00 @ X ft 29.000 46.000 50.000 15.000 Results Ratio = 0.7116 0.6373 0.7321 0.5002 0.7930 0.9641 0.4434 Mmax @ Center lbs 2,262.43 1,575.15 2,327.78 222.58 846.64 2,330.46 29203 @X= 29.04 32.12 33.88 2.02 12.64 19.84 13.00 fb : Actual psi 1,689.6 1,549.3 1,738.4 804.3 2,247.6 2,292.2 1,255.8 Fb : Allowable psi 2,374.5 2,431.1 2,374.5 2,984.8 2,834.5 2,377.5 2,832.2 LL lbs Sending OK Sending OK Sending OK Sending OK Bending OK Sending OK Sending OK fv : Actual ps 70.6 91.3 85.7 150.1 199.7 141.7 59.5 Fv : Allowable psi 300.0 300.0 300.0 300.0 300.0 300.0 300.0 1.453 1.347 Shear OK Shear OK Shear ox Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 6,314.91 4,470.00 5,802.98 5,792.50 7,198.00 10550.00 1,664.00 LL lbs 4,596.00 3,728.00 4,259.20 3,643.00 4,060.75 10740.00 2,080.00 Max DL+LL lbs 10910.91 8,198.00 10062.18 9,435.50 11258.75 21289.99 3,74400 @ Right End DL lbs 7.190.09 7,300.00 9,313.02 2,197.50 9,994.00 9,650.00 1,664.00 LL lbs 4,644.00 4,192.00 4,716.80 1,321.00 5,782.25 9,660.00 2,080.00 Max DL +LL tbs 11834.09 11492.00 14029.82 3,518.50 15776.25 19309.99 3,744.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center OL Deli in 1.453 1.347 1.452 0.023 0.451 0.887 0.381 L/Defl Ratio 454.1 489.9 454.6 4,233.0 532.5 541.3 818.7 Center LL Deft in 0.879 0.945 0.892 0.014 0.259 0.889 0.476 L/Defl Ratio 750.9 698.7 740.2 6,784.4 926.2 540.0 654.9 Center Total Deli in 2.332 2.291 2.343 0.037 0.710 1.776 0.857 Location ft 27.940 28.380 28.380 3.552 10.400 20.000 13.000 L/Defl Ratio 283.0 288.1 281.7 2,606.7 338.1 270.3 363.9 Title : Job # y Dsgnr. Date: 2:28PM, 31 OCT 04 Description: Scope Rsr. 580000 User..KVV- 0600453,Ver5.&%I-Oeo -2003 Timber Beam & Joist Page 1 c)19n -2DW ENERCALC Engin wft Sat'rae 2430715 acw:Calculations Description BLDG P(S121P) 138-610) Timber Member information Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base ailowables are user defined. 1,346.44 3,412.03 88 NA M 89C 810 LL lbs Timber Section 2,570.00 5.125x120 5.125x19.5 5.125aQ1.0 5.125x195 5125x21 0 5,12 5 5 125 .5 Beam Width in 5.125 5.125 5.125 5.125 5.125 5.125 5.125 Beam Depth in 12.000 19.500 21.000 19.500 21.000 34.500 16.500 Le: Unbraced Length It 2.00 2.00 2.00 2.00 2.00 8.00 2.00 Timber Grade 10499.96 Douglas Fir, 24F - E Douglas Fir, 24F - E Doug las Fir, 24F - E Douglas Rr, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,4000 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 0.364 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type 594.2 Glulam GluLam Glul-am Glul-am Glul-am Glul-am Glul-am Repetitive Status 0.616 No No No No No No No Center Span Data 8.928 14.732 14.268 13.920 10.856 20.000 13.000 L/Defl Ratio Span ft 18.00 29.00 29.00 29.00 23.00 40.00 26.00 Dead Load M 128.00 128.00 128.00 128.00- 80.00 480.00 128.00 Live Load M 160.00 160.00 128.00 160.00 80.00 480.00 160.00 Dead Load fft 250.00 250.00 Live Load Start ft 10.000 10.000 End It 29.000 29.000 Point 91 DL tbs 2,000.00 3,000.00 3,000.00 6,084.00 1,000.00 LL lbs 500.00 880.00 1,320.00 1,320.00 2,541.00 1,200.00 Q X ft 9.000 29.000 10.000 10.000 4.000 2000 Point #2 OL Ibs 250.00 2,890.00 LL lbs 500.00 500.00 2,775.00 Q X ft 4.000 14.500 14.500 7.000 Point 93 DL lbs 1,280.00 LL lbs 1,600.00 Q X It 15.000 Paint #4 OL lbs LL 111SI 500.00 Q X 11.500 Resu its Ratio = 0.4703 0.7242 0.8491 0.7467 0.7894 0.9641 0.4434 Mmax @ Center 172.97 647.55 873.77 667.73 831.28 2,330.46 292.03 @X= It 9.00 14.85 12.88 10.09 6.99 19.84 13.00 fb : Actual psi 1,406.2 1,993.7 2,319.6 2,055.8 2,206.8 2,292.2 1,255.8 Fb : Allowable psi 2.990.2 2,753.1 2,731.7 2,753.1 2,795.4 2,377.5 2,832.2 Send!ing OK ox Smdit OK Balding OK Sending OK Bending OK Bending OK fv : Actual ps' 67.5 101.3 110.1 98.1 193.4 141.7 59.5 Fv : Allowable ps, 300.0 300.0 300.0 300.0 300.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 1,346.44 3,412.03 5,377.55 3,821.52 8,401.56 10550.00 1,664.00 LL lbs 1,690.00 2,570.00 2,970.83 3,184.83 5,756.04 10740.00 2,080.00 Max DL +LL lbs 3,036.44 5,982.03 8,348.38 7,006.34 14157.61 21289.99 3,744.00 Q Right End DL lids 1,207.56 7,049.96 6,084.45 2,890.48 3,692.43 9,650.00 1,664.00 LL lbs 1,690.00 3,450.00 2,561.17 2,775.17 3,499.96 9,660.00 2,08000 Max DL +LL tbs 2,897.55 10499.96 8,645.62 5,665.65 7,192.39 19309.99 3,744.00 Deflections Ratio OK Deflection OK Ratio > 240 t Deflection OK Deflection OK Deflection OK Deflection OK Center DL Dell in 0.252 0.872 1.020 0.761 0.472 0.887 0.381 L/Defl Ratio 856.4 398.9 341.1 457.0 584.5 541.3 818.7 Center LL Dell in 0.364 0.524 0.490 0.624 0.403 0.889 0.476 UDefl Ratio 594.2 664.5 710.5 557.6 684.2 540.0 654.9 Center Total Deli in 0.616 1.396 1.510 1.385 0.875 1.776 0.857 Location ft 8.928 14.732 14.268 13.920 10.856 20.000 13.000 L/Defl Ratio 350.8 249.3 230.5 251.2 315.3 270.3 363.9 i ANF & ASSOCIATES Te!_ (626) 4494,82 Consulting Shmetund Engincese Far (626) 448 -8092 9420 Tctstar Ave., Suite 118, El Monte. CA 91731 361 Z, AQ 3 IL I. w, Joe No, BY DATE Sm A4L- OF 61L NJbz ZLf31 ? too t5 SY xt elk Al %ovL a i 1? Jwo- f Zo t3'A -s z1 Cj AY-L1 b17 IL LI 8 63V, L-:,14 Ls w„ 6'r, ® is 17 w1,V--Zr° */ w, = I boo /, sry'sxLI f+ Title: Dsgnr. Description: Job It Date: 2:47PM, 31 OCT 04 Scope : 1' Rev. 580000 ` Page 1User: Kw-060095a Ver5.8A 1 -0ea20W Timber Beam & Joist g c)1983.2003 ENERCALC EngMeerig Sdhrrare 2430715 etw.Calculations Description BLDG P(S121P) B11 -B17 Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 0.102 0.289 811 812 813 814 BIS 816 B17 Timber Section 1,290.0 5.125x21.0 5.125x18.0 5.125x18.0 5.125x21.0 5.125x21 0 5125x21 0 5125x21 0 Beam Width in 5.125 5.125 5.125 5.125 5.125 5.125 5.125 Beam Depth in 21.000 18.000 18.000 21.000 21.000 21.000 21.000 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 2.00 8.00 2.00 Timber Grade L/Defl Ratio Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Rr, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.250 1.250 1.250 1.250 1 250 1.250 1.250 Member Type GluLam Glul-am Glul-am Glul-am Glul-am Glul-am Glul-am Repetitive Status No No No No No No No Center Span Data Span fl 14.00 15.00 26.00 17.00 17.00 15.00 17.00 Dead Load 111 550.00 400.00 126:00 128.00 150.00 150.00 150.00 Live Load Nit 300.00 80.00 160.00 50.00 80.00 100.00 100.00 Point i#1 DL lbs 3,692.00 3,600.00 6,314.00 1,664.00 LL lbs 3,499.00 500.00 500.00 3,600.00 500.00 4,596.00 2,080.00 @ X fl 1.500 7.500 13.000 6.000 8.500 6.000 2.000 Point f/2 DL lbs 3,600.00 4,470.00 1,346.00 LL lbs 3,600.00 3,728.00 1,69000 @ X ft 14.000 14.000 12.000 Results Ratio = 02882 0.2249 0.4236 0.4579 0.1154 0.5539 0.2739 Mmax @ Center i 318.81 184.50 329.00 496.89 125.20 591.66 249.30 @X= 6.10 7.50 13.00 6.05 8.50 6.00 10.34 fb:Actual psi 846.3 666.7 1,188.8 1,319.1 332.4 1,570.7 661.8 Fb : Allowable psi 2,936.7 2,964.4 2,806.6 2,880.6 2,880.6 2,835.7 2,880.6 Sending ox Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 73.1 50.9 57.7 134.9 25.3 118.9 82.2 Fv : Allowable psi 300.0 300.0 300.0 300.0 300.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL tbs 7,146.43 3,000.00 1,638.00 4,052.71 1,275.00 5,211.40 3,139.12 LL lbs 5,224.11 850.00 2,330.00 3,389.71 930.00 3,756.13 3,182.35 Max DL +LL lbs 12370.53 3,850.00 3,968.00 7,442.41 2,205.00 8,967.53 6,321.47 @ Rght End DL lbs 4,245.57 3,000.00 1,638.00 5,323.29 1,27500 7,822.60 2,420.88 LL lbs 2,474.89 850.00 2,330.00 4,660.29 930.00 6,067.87 2,287.65 Max. DL +LL lbs 6,720.46 3,850.00 3,968.00 9,983.59 2,205 00 13890.47 4,708.53 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Dell in 0.083 0.102 0.289 0.158 0.040 0.141 0.080 L/Defl Ratio 2,022.7 1,7712 1,079.7 1,290.0 5,152.5 1,276.2 2,549.3 Center LL Dell in 0.052 0.034 0.437 0.138 0.034 0.103 0.077 L/Deft Ratio 3,237.5 5,313.7 713.2 1,483.1 6,082.7 1,751.2 2,646.5 Center Total Defl in 0.135 0.135 0.726 0.296 0.073 0.244 0.157 Location ft 6.776 7.500 13.000 8.432 8.500 7.260 8.568 L/Defl Ratio 1,245.0 1,328.4 429.5 689.9 2,789.5 738.2 1,298.5 Title . Dsgnr. Description Job # Date: 2:52PM, 31 OCT 04 Scope: i I7,--' M ,vers.8.0.1- Qea2003 Timber Beam & Joist rt Page 1 c)1983.2009 ENERMC Eng@ wft So!hme _ - _ _ 2430715 ecw.CalculaBons Description BLDG P(S121 P) B18 -B21 Timber Member information Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 818 819 B2a 821 Timber Section 1,750.00 5.12&Q1.0 5.12541.0 5.12544.0 5- 125430 Beam Width in 5.125 5.125 5.125 5.125 Beam Depth in 21.000 21.000 24.000 33.000 Le: Unbraced Length ft 2.00 2.00 8.00 8.00 Tlmber Grade 1,120.00 Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Ft, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor @X= 1.250 1.250 1.250 1.250 Member Type Mmax @ Cantilever Giul.am Glul-am GtuLam Glul-am Repetitive Status fb : Actual No No No No Center Span Data Fb : Allowable psi 2,936.7 2,936.7 2,704.1 Span ft 14.00 14.00 20.00 28.00 Dead Load Nfl 250.00 250.00 480.00 480.00 Live Load Ift 160.00 160.00 480.00 480.00 Cantilever Span Span fl 1,750.00 1,750.00 4,800.00 6.67 Uniform Dead Load X11 1,120.00 1,120.00 4,500.00 480.00 Uniform Live Load Ift 2,870.00 2,870.00 9,600.00 480.00 Point #1 DL tbs 1,750.00 1,750.00 4,800.00 4,800.00 LL tbs 1,120.00 1,120.00 4,800.00 4,800.00 @ X q 2,870.00 2,870.00 9,600.00 6.670 Results Ratio = 0.1090 0.1090 0.4330 0.4449 Mmax @ Center i 120.54 120.54 576.00 887.33 @X= 7.00 7.00 10.00 12.43 Mmax @ Cantilever in-k 0.00 0.00 0.00 1,024.64 fb : Actual psi 320.0 320.0 1,170.7 1,101.5 Fb : Allowable psi 2,936.7 2,936.7 2,704.1 2,476.1 7.000 7.000 Sew OK Bending OK Bending OK Sending OK fv : Actual psi 30.1 30.1 93.7 123.4 Fv : Allowable psi 300.0 300.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL ills 1,750.00 1,750.00 4,800.00 5,195.24 LL tbs 1,120.00 1,120.00 4,500.00 6,720.00 Max. DL +LL tbs 2,870.00 2,870.00 9,600.00 11915.23 @ Right End DL Ills 1,750.00 1,750.00 4,800.00 16246.36 LL His 1,120.00 1,120.00 4,800.00 16246.36 Max. DL+LL lbs 2,870.00 2,870.00 9,600.00 32492.72 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in 0.030 0.030 0.163 0.112 L/Defl Ratio 5,535.1 5,535.1 1,476.0 2,990.5 Center LL Defl in 0.019 0.019 0.163 0.240 L/Defl Ratio 8,648.7 8,648.7 1,476.0 1,398.4 Center Total Defl in 0.050 0.050 0.325 0.351 Location ft 7.000 7.000 10.000 13.328 L/Defl Ratio 3,375.1 3,375.1 738.0 957.9 Cantilever DL Defl in 0.020 Cantilever LL Defl In 0.020 Total Cant Defl in 0.039 L/Defl Ratio 4,074.0 i ue i r u - .w.r C22TS$rm GLUM raRR2srto- 300ho4H 3rv7 Sea %v t4Hanri 4 3ra %v huvm mms i { IN3wdo en3a avOWM j 33Vld1 NHVW 3UONISI3 3XV1 r N to A 1t;iii i asa e s . . • • ppp sp 7 777 I I 1 I I I I I I I I c ( jot - _ \ I 9 I p uw n---- G -- -- -- - -- -0 p - - I I I I I I 44"182 Jos No. F $ i SSOiTATE$ Far (626) 448-8092 tD4-6? BY nmidng Structural Hnglnee. —4i LIOAKE bLy DA __j 9420 Tebui- Awe, SuiM 118. Fl Monti G 41731 5 0 0 HO a Z 04 C I l1 1 3i R'J Title: Job # Dsgnr. Date: 9.21AM, 5 FEB 05 Description Scope: I - . Timber Beam & Joist Page 1 Description BLDG Q Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base ailowables are user defined. 0.839 1.356 82 83 84 BU Timber Section 640.4 75.,x4.5 6.7544.5 6.75)04.5 5.125)x4.5 Beam Width in 6.750 6.750 6.750 5.125 Beam Depth in 34.500 34.500 34.500 34.500 Le: Unbraced Length ft 2.00 2.00 0.00 8,00 Timber Grade 295.6 Omon Ft, 24F - E Douglas Ft, 24F - E Douctas Fir, 24F - E Dmjbs Flr, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.250 1.250 1.250 1.250 Member Type Glul-am Glul-am GluLam Giul-am Repetitive Status No No No No Center Span Data Span 0 59.00 59.00 59.00 28.00 Dead Load M 128.00 128.00 128.00 200.00 Live Load M 128.00 128.00 128.00 60.00 Point #1 DL lbs 5,000.00 5,000.00 5,000.00 6,657.00 LL lbs 1,950.00 1,950.00 1,950.00 4,899.00 @ X ft 25.000 12.000 5.000 Point #2 DL Ibs 8,776.00 LL 5,726.00 @ X It 13.000 Point #3 DL lbs 7,759.00 LL lbSl 5,329.00 @ X 21.000 Results Ratio = 0.7939 0.4234 0.5941 0.9614 Mmax @ Center in-k 2,506.78 1,336.70 1,883.92 2,397.14 @X= 25.02 29.50 24.07 12.99 fb : Actual psi 1,872.1 998.3 1,406.9 2,357.8 Fb : Allowable psi 2,358.0 2,358.0 2,368.3 2,452.6 Bending OK Bending OK Bending OK Bending ox fv : Actual psi 69.8 44.0 79.6 198.9 Fv : Allowable psi 300.0 300.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL ms 6,657.35 8,776.00 7,759.05 14909.43 LL tbs 4,899.73 5,726.00 5,329.39 9,263.93 Max. DL+LL Ibs 11557.08 14502.00 13088.44 24173.36 @ Right End DL Ibs 5,894.64 3,776.00 4,79295 13882.57 LL lbs 4,602.27 3,776.00 4,17261 8,370.07 Max DL+LL Ibs 10496.91 7,552.00 8,965.56 22252.64 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center OL Dell in 1.700 0.839 1.356 0.525 UDefl Ratio 416.4 843.5 522.3 640.4 Center LL Dell in 1.175 0.839 1.040 0.323 L/Defl Ratio 602.6 843.5 680.8 1,039.7 Center Total Dell in 2.875 1.679 2.395 0.848 Location It 28.792 29.500 28.320 14.000 LIDO Ratio 246.3 421.8 295.6 396.3 4 256.00 #?111 1i I 1 1 1 1 t 1 256.00 #fft RI.max = 11557.081 Ibs 69501 lbs 59.00 ft Mmax = 2506.78 in-k at 25.01 ft from left Dmax = - 2.8750 in at 28.79 ft from left Rrmax = 10496 912 Ibs 256.00 #Ift 256.00 #Ift I 6950.lbs Rtmax = 14501.996 ths 59.00 It Mmax = 1336.70 in-k at 29.49 It from left Dmax = - 1.6786 in at 29.49 It from left Rrmax = 7551 996 Ibs 256.00 t ky, I 1 r r THM r r r HIHHHHHHHH HHMI-256.009fft Rl:max = 13088.437 Ibs 6950A0 Ibs 59.00 It Mmax = 1883.92 in-k at 24.07 It from left Dmax = -2-3951 in at 28.31 ft from left Rrmax = 8965 556 Ibs 260.00 1 1 T 1 111 111111 111111111 t T - 260. #eft Rl:max = 24173.355 lbs I 115561lbs 14502lbs 1308810 lbs Mmax = 2397.14 in-k at 12.99 ft from left Dmax = - 0.8478 in at 13.99 ft from left Rrmax = 22252 641 Ibs ti m 4 Y ANF $ ASSOCIATES TeL• (626) 44&8182 nutting Structural Engineers Fax (626) 448-8092 9420 Telstar Ave., Suite 118, El Monti CA 91731 JoB Na By DATE _ S.. OF f = 136 rAc 6 x Z* Z- PJAL = OIL Pp,L = I1 fQ so4 t3 =gyp G Z LS O iL 50 5 A I 9 s4 qso X3Q z. Z) Z.11 I 5 wp =IZ9 5 bu zf Bb ;g4,o p,C 5, fo % q. ez 3g o t L A 17' o G- Zvi G Q'zL9' LZ. 2,0) 1 7 R 1 Title : Job # Dsgnr. Date: 11:29AM, 31 OCT 04 Description Scope Rev. 560000 aD.1- Timber Beam & Joist Page 1 tc11963 -2o03 ENERMC eng= Sdvmre _ 2430715 ecwcalculations Description BLDG Q(S121Q) 131 -67 Timber Member Information Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. I Center DL Deli to 1.073 al B2 B3 84 B5 B6 67 Timber Section 465.5 5.125x36.0 675X36.0 6.75,36.0 6.75x360 5.125x330 5125x210 5125x210 Beam Width in 5.125 6.750 6.750 6.750 5.125 5.125 5.125 Beam Depth in 36.000 36.000 36.000 36.000 33.000 21 000 21.000 Le: Unbraced Length ft 2.00 8.00 8.00 2.00 2.00 800 2.00 Tlmber Grade 8.500 Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas F§, 24F - E Douglas Fir, 24F - E Douglas Rr, 24F - E Douglas Ar, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Gtul-am Glut-am Glul-am Glul-am Glul-am Glul-am Glul-am Repetitive Status No No No No No No No Center Span Data Span ft 50.00 59.00 59.00 59.00 60.00 17.00 1800 Dead Load M 136.00 128.00 128.00 128.00 128.00 10000 5000 Live Load iR 136.00 128.00 128.00 128.00 12800 20.00 50.00 Point #1 DL the 4,313.00 5,000.00 5,000.00 5,000.00 3,84000 4,224.00 LL tbs 1,672.00 1,950.00 1,950.00 1,950.00 500.00 3,840.00 4,224.00 @ X 26.000 30.000 22.000 17.000 30.000 4.000 3.000 Point #2 DL the 3,84000 4,224.00 LL lbs 500.00 500.00 500.00 3,840.00 4,224.00 @ X ft 25.000 29.500 29.500 12 000 11.000 Results Ratio = 0.7347 0.7642 0.7347 0.6446 0.6536 04518 0.5533 Mmax @ Center in 1,986.68 2,565.01 2,465.96 2,206.09 1,47240 476.88 597.01 @X= 26.00 29.97 22.18 22.66 3000 11.97 10.94 fb:Actual psi 1,794.7 1,759.3 1,691.3 1,513.1 1,582.9 1,266.0 1,584.9 Fb : Allowable psi 2,442.8 2,302.0 2,302.0 2,347.5 2,421.9 2,802.3 2,864.3 Bending OK Sendhrg OK Bending OK Bending OK Bending OK Bending OK Bending OK tv : Actual psi 76.0 64.0 70.6 74.2 64.3 124.7 154.0 Fv. : Allowable psi 300.0 300.0 300.0 300.0 300.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL the 5,470.24 6,233.63 6,911.59 7,335.32 3,840.00 4,915.88 5,612.67 LL Ibs 4,452.56 4,734.47 5,248.88 5,414.13 4,090.00 4,235.88 5,612.67 Max. DL +LL the 9,922.80 10968.10 12160.47 12749.45 7,930.00 9,151.76 11225.33 @ Right End OL lbs 5,642.76 6,318.37 5,640.41 5,216.68 3,840.00 4,464.12 3,735.33 LL rbs 4,519.44 4,767.52 4,753.12 4,587.86 4,090.00 3,784.12 3,73533 Max DL+LL lbss 10162.20 11085.90 10393.52 9,804.54 7,930.00 8,248.23 7,470.67 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Deli to 1.073 1.521 1.454 1.344 1.351 0.163 0.193 Web Ratio 559.1 465.5 486.9 526.8 532.9 1,249.8 1,121.6 Center LL Deli in 0.805 1.044 1.096 1.052 1.492 0.142 0.193 L/Defl Ratio 745.1 678.3 646.2 672.8 482.7 1,435.5 1,121.6 Center Total Dell in 1.878 2.565 2.550 2.396 2.843 0.305 0.385 Location ft 25.200 29.500 28.556 28.320 30.000 8.500 9.000 L/Defl Ratio 319.4 276.1 277.7 295.5 253.3 668.1 560.8 A + Nl"' 7 T-+ 1` & ASSOCIATES Te1(626) 448-8182 nulling Structural Engineers Fax (626) 448 -8092 9470 Telstar Ave., Suite 118, M Monte. CA 91731 tqClLa = 44P a M 1 ' Li A vjtn(. IA y j, kY- t t iL SSA " bhp 6i3 Q (L by BY Na DATEp SH..La— OF y-vX CFv61, 6 i-z , & i%'Is 1+, 13 T) ToWM To 409 a FT OF 4%io F F ii3OL , 4, g s'_ 51n To"r?- wi6tL 13/2- a 4 P61 r v tom X110 pf- iS- L.04v,i-g . R ( Iv- E coakv&, PI-L Z La 15 5 -0°/, 511 154 W#,&(, VX- P, e 3 21 N6 4z 6Q i L4 t ib 611 P1b` 13 Wo !o'% Description BLDG Q(S121 Q)138 -1314 Title : Dsgnr. Description Scope: Timber Beam & Joist Job # Date: 11.55AM, 31 OCT 04 Pu?? Pag6 1 Timber Member Information Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 0.324 1.018 88 89 810 Bil 812 B13 B14 Timber Section 497.8 5.125)01.0 5.12&07.0 U&NZ6.0 5.12544 5 5125x34 5 5125x34 5 5125x34 5 Beam Width in 5.125 5.125 6.750 5.125 5.125 5.125 5 125 Beam Depth in 21.000 27.000 36.000 34.500 34.500 34.500 34.500 Le: Unbraced Length It 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Timber Grade L/Defl Ratio Douglas Fir, 24F - E Douglas Fir, 24F - E Doug Fir, Z4F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 240.0 2400 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type GluLam GluLa n GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No No No Center Span Data Span fi 20.00 28.00 60.00 60.00 60.00 60.00 60.00 Dead Load M 50.00 128.00 128.00 128.00 128.00 100.00 100.00 Live Load M 50.00 128.00 128.00 128.00 128.00 160.00 160.00 Point #1 DL bs 4,224.00 3,735.00 5,568.00 1,880.00 3,760.00 2,600.00 2,600.00 LL tbs 4,224.00 3,735.00 5,568.00 480.00 960.00 660.00 660.00 @ X fl 8.000 5.000 5.000 12.000 12.000 12.000 12.000 Point #2 DL lbs 4,224.00 3,879.00 LL ths 4,224.00 3,879.00 500.00 500.00 500.00 500.00 500.00 @ X R 16.000 5.000 29.500 30.000 30.000 30.000 30 000 Results Ratio= 0.6616 0.5608 0.5322 0.6707 0.7442 0.7070 0.7070 Mmax @ Center in-k 706.41 926.96 1,818.62 1,643.46 1,823.52 1,732.43 1,732.43 @X= 8.00 5.04 27.36 29.04 27.36 28.56 28.56 fb:Actual psi 1,875.3 1,488.6 1,247.3 1,616.5 1,793.6 1,704.0 1,704.0 Fb : Allowable psi 2,834.5 2,669.0 2,343.6 2,410.3 2,410.3 2,410.3 2,410.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK tv : Actual psi 152.9 168.2 107.4 77.6 93.6 84.6 84.6 Fv : Allowable psi 300.0 300.0 300.0 300.0 300.0 300.0 300.0 Shear OK Shear OK shear ox Shear OK Shear OK Shear OK Shear OK Reactions Left End DL lbs 3,879.20 8,046.36 8,944.00 5,344.00 6,848.00 5,080.00 5,080.00 LL lbs 3,879.20 8,046.36 9,198.17 4,474.00 4,858.00 5,578.00 5,578.00 Max. DL +LL ibs 7,758.40 16092.71 18142.16 9,818.00 11706.00 10658.00 10658.00 Right End DL ibs 5,568.80 3,151.64 4,304.00 4,216.00 4,592.00 3,520.00 3,520.00 LL Ibs 5,568.80 3,151.64 4,549.83 4,186.00 4,282.00 5,182.00 5,182.00 Max. DL +LL lbs 11137.60 6,303.28 8,853.83 8,402.00 8,874.00 8,702.00 8,702.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Ratio > 2401 Deflection OK Deflection OK Center DL Deli in 0.284 0.324 1.018 1.446 1.711 1.289 1.289 L/Defl Ratio 846.1 1,038.2 707.1 497.8 420.7 5584 558.4 Center LL Deh in 0.284 0.324 1.100 1.373 1.440 1.694 1.694 L/Defl Ratio 846.1 1,038.2 654.3 524.5 500.0 425.1 425.1 Center Total Deft in 0.567 0.647 2.119 2.819 3.151 2.982 2.982 Location ft 10.080 12.768 29.040 29.520 29.280 29.520 29.520 L/Defl Ratio 423.1 519.1 339.8 255.4 228.5 241.4 241.4 Title : Job # Dsgnr. Date: 1:08PM, 31 OCT 04 Description Scope: M1 Rer. 580000 User KW-0600953,VerS.&%1-Deo-20M Timber Beam & Joist Page 1 e11983.2003 EKERCALC Enob*aero Software 2430715 earCalwlaUons Description BLDG Q(S121Q) B15 -B21 I.Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 81S B16 817 818 B19 B20 B21 Timber Section 4,665.60 6.7546.0 5.125460 5.125x21.0 5.125x42.0 5125x210 5125x150 5125x210 Beam Width in 6.750 5.125 5.125 5.125 5.125 5.125 5.125 Beam Depth in 36.000 36.000 21.000 42.000 21 000 15.000 21.000 Le: Unbraced Length ft 2.00 2.00 8.00 2.00 2.00 2.00 2.00 Timber Grade 4,090.00 Douglas Ft, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Hr, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,4000 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1,081.1 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type 0.173 Glut-am Glul-arn Glul-am Glul-am Glul-am Glul-am Glul-am Repetitive Status 1,246.6 No No No No No No No Center Span Data 0.373 2.783 0.120 0262 0.743 Location ft 30.960 Span It 60.00 60.00 18.00 60.00 13.00 18.00 23.00 Dead Load M 128.00 128.00 120.00 80.00 100.00 128.00 50.00 Live Load 128.00 128.00 40.00 80.00 40.00 160.00 60.00 Dead Load ft 500.00 Live Load 11t 192.00 Start ft 42.000 End ft 60.000 Point #1 DL Ibs 1,880.00 2,752.00 3,840.00 6,840.00 5,700.00 5,766.00 LL lbs 480.00 3,840.00 3,643.00 4,000.00 4,090.00 aQ X R 12.000 42.000 7.000 4.000 6.000 8.000 Point #2 DL lbs 1,376.00 3,840.00 5,080.00 1,152.00 LL lbs 500.00 3,840.00 4,183.00 50000 1,440.00 X ft 42.000 30.000 15.000 12.000 13.000 17.000 Point #3 DL lbs 1,200.00 5,080.00 LL lbs 4,183.00 @ X 6.000 15.000 Point #4 DL lbs LL hs 500.00 500.00 @ X 30.000 30.000 Resufts Ratio = 0.7478 0.6692 0.5474 0.9336 0.3680 02455 0.7228 Mmax @ Center 2,555.28 1,777.37 574.75 3,31809 410.07 139.97 761.07 @X= fl 35.52 32.16 7.06 15.12 5.98 9.00 800 lb, :Actual psi 1,752.6 1,605.6 1,525.8 2,202.2 1,088.6 728.3 2,020.4 Fb : Atlkm -able psi 2,343.6 2,399.1 2,787.1 2,358.8 2,958.4 2,967.1 2,795.4 Sending OK Sencft ON SMUMrg OK Beading OK Bending OK Bending OK Sending OK fv : Actual psi 107.1 74.1 147.0 199.7 82.1 43.7 114.0 Fv : Allowable psi 300.0 300.0 300.0 300.0 300.0 300.0 300.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL tbs 8,186.80 4,665.60 4,066.67 16658.00 3,719.23 1,152.00 4,635.96 LL lbs 4,992.40 4,090.00 3,346.67 12533.78 2,41385 1,440.00 3,733.04 Max. DL +LL tbs 13179.20 8,755.60 7,413.33 29191.78 6,133.08 2,592.00 8,369.00 Right End DL ttls 12949.20 5,766.40 5,773.33 5,142.00 3,280.77 1,152.00 3,432.04 LL lbs 7,123.60 4,090.00 5,053.33 4,775.22 2,606.15 1,440.00 3,176.96 Max. DL +LL lbs 20072.79 9,856.40 10826.67 9,917.21 5,886.92 2,592.00 6,609.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Deli in 1.833 1.515 0.200 1.480 0.072 0.117 0.406 L/Defl Ratio 392.7 475.3 1,081.1 486.4 2,171.3 1,853.7 679.1 Center LL Deft in 1.158 1.149 0.173 1.303 0048 0.146 0.337 L/Defl Ratio 621.5 626.6 1,246.6 552.5 3,270.7 1,4830 819.4 Center Total Dell in 2.992 2.663 0.373 2.783 0.120 0262 0.743 Location ft 30.960 30.480 9.000 27.360 6.344 9.000 10 948 L/Defl Ratio 240.7 270.4 579.0 258.7 1,305.0 823.9 371.4 s r a ' F ANF & Assocu s Tei: (626) 4484182 nsWdng Structural Engineers Fax (626) 44844 9420 TeLttar Ave. Suite 118, FJ Monte, CA 91731 g zo tL b6 i v 11 SL 5y x1 bR I,t}q,o 971317 0 by g 713 r4xo vt 3 tbt 4s= 316 L sbe}z 17 Flo zoos g L T i yo* Ll Wo- it etb = i704. Joe No. BY DATE s .- OF Sy0fLi Wt= 100 1zo b qq t I i SSAAtifAM 133 g4L 1 1 ge,q. t6 w` sy$x BBz? vjp = 6 cars z SytxLj y i Title : Job # Dsgnr: Date: 1.24PM, 31 OCT 04 Description Scope: 7/ UUr pmr 58= 3,ver5.aa1- Ders2003 Timber Beam & Joist Page 1 e)1983 -200.3 ENERMC Enah wit She 2430715 ecwCalcuiations Description BLDG O(S1210) B22 -B27 I Timber Member Information Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Deflections an B23 824 B25 B26 B27 Timber Section 0.321 5.125x18.0 5.125x18.0 125X21.0 5.12W40 5125x180 5125x210 Beam Width in 5.125 5.125 5.125 5.125 5.125 0 000 Beam Depth in 18.000 18.000 21.000 24.000 18.000 0.000 Le: Unbraced Length 2,989.0 2.00 2.00 2.00 2.00 2.00 800 Timber Grade 0.401 Douglas Fir, 24F - E Dougras Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Fir, 24F - E Douglas Rr, 24F - E Fb - Basic Allow psi 2,400.0 2,400.0 2,400.0 2,4000 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Glul.a n GtuLam Glul.am Glul-am GluLam Manuf /Pine Repetitive Status No No No No No No Center Span Data Span it 20.00 20.00 17.00 16.00 22.00 12.00 Dead Load M 400.00 400.00 600.00 412.00 500.00 90.00 Live Load IR 60.00 100.00 176.00 128.00 280.00 40.00 Point #1 DL lbs 3,432.00 5,642.00 6,911.00 3,840.00 LL lbs 3,176.00 4,519.00 5,248.00 3,840.00 @ X 17.000 12.000 3.000 9 000 Point #2 DL lbs 7,335.00 LL lbs 5,414.00 @ X R 11.000 Results Ratio = 0.5179 0.3763 0.6540 0.6956 0.7170 0.0000 Mmax @ Center in-k 407.76 300.00 709.60 840.82 566.28 0.00 @X= 12.16 10.00 11.97 10.94 11.00 0.00. fb : Actual psi 1,473.4 1,084.0 1,883.8 1,709.0 2,046.2 00 Fb : AI)crwable psi 2,880.8 2,880.8 2,880.6 2,857.2 2,853.6 0.0 . Bending OK Bau ln9 OK Bending OK Banding ox Bending OK Bending OK v: Actual psr 155.4 69.6 173.5 208.7 120.5 0.0 Fv : Allowable ps 300.0 300.0 300.0 300.0 300.0 0.0 Shear ox Shear OX Shear OX Shear OX Shear OK Shear OK Reactions @ Left End DL lbs 4,514.80 4,000.00 6,759.41 11203.37 5,500.00 0.00 LL lbs 1,076.40 1,000.00 2,825.12 6,979.87 3,080.00 0.00 Max. DL +LL lbs 5,591.20 5,000.00 9,584.53 18183.25 8,580.00 0.00 @ Right End DL lbs 6,917.20 4,000.00 9,082.59 9,634.62 5,500.00 0.00 LL lbs 3,299.60 1,000.00 4,685.88 5,730.12 3,080.00 0.00 Max DL +LL lbs 10216.80 5,000.00 13768.47 15364.75 8,580.00 0.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center OL Deft in 0.418 0.321 0.268 0.192 0.588 0.000 L/Defl Ratio 574.3 747.2 760.2 1,002.2 449.1 0.0 Center LL Defl in 0.139 0.080 0.135 0.118 0.329 0.000 L/Defl Ratio 1,732.6 2,989.0 1,513.1 1,626.2 8020 0.0 Center Total Deft io 0.556 0.401 0.403 0.310 0.917 0.000 Location ft 10.480 10.000 8.908 8.064 11.000 0.000 L/Defl Ratio 431.7 597.8 506.1 620.1 287.9 0.0 r A a Q YCi0e4SY7 3SM=g 31W1 sg6ggqyyy$ a tg 6 3rD 1Y 103191/ 43flCBWWdDM'VMS +aJ.y$ g llp9Z 1N3MO13A3a alloe7!![d e ;, Ut 30Vld NUVOV 3HONISl3 3XVI a * t Mill f.' i= IZ iM• - Irk I +Ut HU O O O O „ r J { O O d Jl e7 el E ti!; -Ey R t IM WE IiIIII II IIIIIIIIYIIII I i 8 Kim- 0 0 0 0 0 0 0 SQ. FTG. DIMENSIONS AND REINFORING FOR SOIL PRESSURE = 2.50 KSF CONCRETE COMPRESSIVE STRENGTH = 3000.0 PSI REINFORCEMENT. YIELD STRENGTH = 60000 0, PSI F - ACTUAL MAXIMUM LOAD IS SHOWN IN COLUMN 4- OF THE' _TABLE DEAD LOAD 16. PSF LIVE LOAD = 20. PSF COMBINED ULTIMATE LOAD FACTOR = 1.57 y X10. SIZE MINIMUM FOOTING THK. MAX. LOAD AREA OF ST. REINFOR. FEET) BASE PL SIZE INCH -KIPS SQ.IN EACH_WAY 1 1 2.00 SQ 10.0 X 10.0 12:0 .38 2 -# 4 2 2.50 SQ 10.0 X 10.0 12.0 15.3 .48 3 -# 4 333 3.00 SQ 10.0 X 10.0 12.0 22.1 .58 _3 -# 4 qq 3.50 SQ 10.0 X 10.0 12.0 = 30.0 .67 4 - #'4 5 4.0 10.0 X 10.0 12.0 = ^3 .77 , _ _ _ 4 = #: -4 6 4.50 SQ 10.0 X 10.0 12.0 : -49.6 .86 _ 5 -# 4 7 5.00 SQ 10.0 X 10.0 12.0 61.3 1.22 :7 = #:4 8 5.50 SQ 10.0 X 10.0 12.0 74.1 1.69 6 -# 5 9 6.00 SQ 10.0 X 10.0 12.0 88.2 2.29 _ 8-#.5 10 6.50 SQ 10.0 X 10.0 14.0 .103.2 2-.35- 8 -# 5 11 7.00 SQ 10.0 X 10.0 14.0 119.6 3.02 10 -# 5 12 7.50 SQ 10.0 X 10.0 16.0 136.9 3.11 .11 -# 5`. 13 8.00 SQ 10.0 X 10.0 16.0 155.7 3.85 94.6 14 8.50 SQ 10.0 X 10.0 18.0 175.2 3.98 '10- #.6_ tib 'F T i.x 5 -r 3zxCldtz _ 1571 Z,, a F( 1 9420 Telstar A Project for: W U am H w Y Q 1`S1\ F" & ASSOCIATES Tel: (626) 448-8182 asultlag Structural Engine m Fax (626) 44844 9420 TeL4tar Ave., Suite 118, El Monte, CA 91731 M o rfj NT FF—AK Joe No. BY DATE SK -OF 4t j6. PJ-516AI F'(= zz3r-j RAx 14 = / l d a- n 9 r4 a use 3p "x3.6' , r /a -i r ANF & ASSOCIATES Tel: (626) 4484182 nauldng Structural Engineers Far (626) 448-8092 9420 TeLaar Ave., Suite 118, El Monte, CA 91731 4 AAJ 619,5 A =./,3 z 5E15NIG zoo 5 7-O F"kI P196 946AK Wig Joe No. 9r DATE SK ._ Or 0 S7Z e,71 0,A) F-W P tW'f g p C -s pig) 2,5 ,x0.4 -+)( 3x1 o;z6 w9 ' fof, A6P V = v,z v -",l,f O' = o t /$6 wv NOT Wk " v, To joy TOW , do+ wAL VT.) 4w # 7% Z Abol-Ilt 70a 7° STS AR Al - 5 PIR) 130 r C C- - W PIO Al-, plo z,s xo.9 x t 3Xl JNF & Assocum Tel: (626) 448 -81a2 onsulting Structural Engineers Fax: (626) 448"8092 9420 Teistar Ave.. Suite 118, El Monte, CA 91731 w11#a X.) to&, s'/ 11- Orrrp Of Joe No, BY DATE,, GG,,-- StL Ov 6q # Vwf = 14-tia z,,6 X 1 zzl VTW T 10 J NT CeCOT G r 301 t8 2-01 I? t1 4 z3 let? it! 06 L-1 0 17 = -tz,b x It5A ce- F(wp,p Zoe Z #1 t7tt g nan F= (W 448, M G D By Na A Ski tt F.I M CA 91T3t 1 41114420. s r'" W r v to & ontq 8x. Ov 00 x- 00, , f 4 Z,o.1 Ls- ISO& 0 00. oY y bo _0.5. 0 3 s } z sl3J 141 Of y Mly, 4t - Qeo v 1 d I 160 %' v 0 9 6' -s 64.04 b'-a 61-0 5 5 1-0 TOTAL 41 pi 1,0 O o-- r- x r rn v 51 LO /, IT LMIV ANF & ASSOCIATES Tel: (626) 448 -8182 Cenmitins stfuctunl Bnsincen Fax: (626) 44844 9420'Telsw Ave, Suite 118, El Monte. CA 91731 BLD 0 C Joe No. = 1p • /, By LAW& Wig SK Ti z, 3 4i6 z,z, o zti 3 j 3 3b Z;" 2 17,i4 c Io 4 `z0 to 1 8401/, i1 a- a d T o C4 r Q) N w Vk Joe No. = 1p • /, By LAW& Wig SK Ti z, 3 4i6 z,z, o zti 3 j 3 3b Z;" 2 17,i4 c Io 4 `z0 to 1 8401/, Jos NaANF $ ASSOCIATES Td: (626) 448 -8182 / , matting SbuctunI Englneen Fax (626) 448-8092 ( pATc 0 0 9420'Tets u Mr. Suite 11S. M Monte CA 91731 Sa. _ Ov`„_ j Gpq Q - pj =0uo 5 l (I t WM " C :;Jill 4 } U, W q.3 vof - ivy v 0 M y N 5t b7) S67w 0 14%1 - (= ; s3) 141 67 °% C130P 1,0 b i,c 151 2,S) 4s'bs=6% tl 4 OOOOOOZO r mm NF ca ca O O So Sox x CD w 0 N 0 o m® CD N rn D O g N z O Oc- i R1 i r*1 0m z CA co C cN c rn° A C 3mm m z. . n MR O mm= A5H omm rrl T OwN 7 CH Gf- 7 as v z 8r N G7 X W N v rn Q; O r rO° O o° O O O O ho OOOOOO w 0 N 0 O O g N NN z m NN i R1 i r*1 zG Ri C cN c t N C vvN C'a 9 In a mR m n WEI MCI n MR O mm= A5HHDT 7OCt- 7 CH Gf- r HHH Gr 8r 8r r rO° O o° O C O O ho too ho no AA bo zm 0 NOa JONa N O Noa m nA no Po Po no P. 6 T Z T= i • 1 CwwwwwxwaXccxv+v c p W Wmm sm m O O O N O ANF & ASSOCIATES Tel: (626) 448.8182 nsuhing Strucamd Engineers Fax: (626) 448 -8092 9420 Telstar Ave., Suite 118, El Monte, CA 91731 tOmwr FfAH6 06s16P o WiZx3A W)Zx3'O Ax N kv v N N 3 c- 1 161 jz. gLa'iN Pfl, l3LVG 17) t Joe Na BY DATe 5K Orr V= z lK RAM Fi'a= V8.2 - Analysis Mode DataBase: typmfm20ft 10/22/04 08:00:21 F v h RAM FAA V8.2 - Analysis Mode Dat_ABase: typmfm20ft 10/22/04 08:00:21 FgANc- ftmw q 7- 1 - RAM Frame V8.2 - Analysis Mode Database: typmfm20ft 10/22/04 07:57:58 Slp 70 1 PI t Frame Story Shears IN a It nil RAM Frame v8.2 DataBase: typmf1m20ft 10/22/04 08:00:21 CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Frame #1 Load Case: D DeadLoad RAWSER Level Shear -X Change -X Shear -Y laps kips kips roof 0.00 0.00 0.00 Load Case: Lp PosLiveLoad RAMUSER Level Shear -X Change -X Shear -Y kips kips kips roof 0.00 0.00 0.00 Load Case: El e EQUBC97 X +E_F Level Shear -X Change -X Shear -Y kips roof 46.39 46.39 0.00 Load Case: E2 a EQUBC97 X -E Level Shear -X Change -X Shear -Y kips roof 41.75 41.75 0.00 Change -Y kips 0.00 Change -Y kips 0.00 Change -Y kips ,) 0.00 To r Change -Y kips 0.00 Load Case: E3 e EQUBC97_Y +E_F Level Shear -X _ Change -X Shear -Y Change -Y kips kips kips kips roof -2.32 -2.32 1.93 1.93 Load Case: E4 a EQUBC97_Y_ E_F Level Shear -X Change -X Shear -Y Change -Y kips kips kips kips roof 2.32 2.32 1.93 1.93 RAM Frame v8.2 DataBase: typmf n20ft Building Code: IBC CRITERIA: Rigid End Zones: Member Force Output: P- Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASE DEF *;MOMS: D DeadLoad LP PosLiveLoad E1 e E2 e E3 e E4 e Story Displacements Ignore Effects At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER EQ_UBC97 X_ +E_F EQ_UBC97_X -E F EQ_UBC97_Y +E_F EQ_UBC97_Y -E_F Level: roof Center of Mass (ft): (50.00, 50.00) LdC Disp X Disp Y in in D 0.00000 0.00000 LP 0 000 0.00000 El 1.24829 - 0.00000 E2 9' 0.00000 E3 - 0.00000 1.24829 E4 0.00000 1.24829 5 4-x P Theta Z rad 0.00000 0.00000 0.00018 0.00018 0.00018 0.00018 X 0 o Z 171 Z- 10/22/04 08:00:21 Frame Reactions RAM Frame v8.2 RAM DataBase: typm5n20ft 10/22/04 07:57:58 Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER E1 e EQ_UBC97 X_ +E_F E2 e EQ_UBC97 X_ -E F E3 e EQ UBC97_Y +E_F E4 e EQ_UBC97_Y -E_F t Frame #1: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip -ft kip-ft kip -ft 17 D 0.07 0.00 4.13 0.00 0.39 0.00 Lp 0.06 0.00 2.58 0.00 0.00 El 16.79 0.00 -21.09 0.00 192.14 0.00 E2 15.11 0.00 -18.98 0.00 0.00 E3 0.84 0.00 1.06 0.00 9.61 0.00 E4 0.84 0.00 -1.06 0.00 9.61 0.00 19 D 0.00 0.00 3.49 0.00 0.00 0. 7,7,3 k f Lp 0.00 0.00 2.28 0.00 00 0.00 E1 22.10 0.00 0.00 0.00 223.P3- 0.00 E2 19.89 0.00 0.00 0.00 0.00 E3 1.11 2.32 -0.00 42.88 11.19 0.00 E4 1.11 2.32 0.00 42.88 11.19 0.00 21 D 0.07 0.00 4.13 0.00 0.39 0.00 1 Lp 0.06 0.00 2.58 0.00 0 z El 16.79 0.00 21.09 0.00 92.1 0.00 E2 15.11 0.00 18.98 0.00 172.91 0.00 E3 0.84 0.00 -1.06 0.00 9.61 0.00 E4 0.84 0.00 1.06 0.00 9.61 0.00 JNF"' $ ASSOCIATES Te1(626) 448 -8182 aaalting Structural Engineers Far. (626) 4484092 9420 Telstar Ave. Suite 118, El Monte, CA 91731 rf-Avly- KUV C, IhVOK, GH bW- Joe No, By DATE SK 6z is Oa Seismic Provisions Member Code Check RAM Frame v8.2 RAM DataBase: typmfm24ft 11/29/04 16:42:21 Building Code: IBC Steel Code: UBC 1997 - ASD Column Parameters Story: roof Frame No: 1 Member No: 2 Fy (ksi): 50.00 Size: W 12X72 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV 2213.5.1 Column Requirements -- OK Load Combination fa(ksi) Fa(ksi) Result Compression: 1.000 D + 0.700 Lp - 2.800 El 2.61 34.62 OK Tension: 0.850 D + 2.800 El 2.17 50.00 OK 2213.5.2 Column Splices Load Combination Force(kip) Compression: 1.000 D + 0.700 Lp - 2.800 El 55.15 Tension: 0.850 D + 2.800 El 45.71 2213.53 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends NG 2. Maximum fa (ksi) = 0.79 0.4xFy (ksi) = 20.00 fa <0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed Seismic Provisions Member Code Check S Wr/ RAM Frame v8.2 Page 2/5 RAM DataBase: typmfrn20ft 11/29/04 16:42:21 Building Code: IBC Steel Code: UBC 1997 - ASD Column Parameters Story: roof Frame No: 1 Member No: 3 Fy (ksi): 50.00 Size: W 12X72 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV 2213.5.1 Column Requirements -- OK Load Combination fa(ksi) Fa(ksi) Result Compression: 1.000 D + 0.700 Lp + 2.800 E1 2.61 34.62 OK Tension: 0.850 D - 2.800 E1 2.17 50.00 OK 2213.5.2 Column Splices Load Combination Force(kip) Compression: 1.000 D + 0.700 Lp + 2.800 E1 55.15 Tension: 0.850 D - 2.800 E1 45.71 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends NG 2. Maximum fa (ksi) = 0.79 0.4xFy (ksi) = 20.00 fa <0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed Seismic Provisions Member Code Check RAM Frame v8.2 Page 3/5 RAM DataBase: typmfm20ft 11 9/04 16:42:21 6 Building Code: IBC Steel Code: U C 1997 - ASD Column Parameters Story: roof Frame No: 1 Member No: 24 Fy (ksi): 50.00 Size: W 12X72 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV 2213.5.1 Column Requirements --- OK Load Combination fa(ksi) Fa(ksi) Result Compression: 1.000 D + 0.700 Lp - 2.800 E4 0.24 34.62 OK Tension: No tension on column 2213.5.2 Column Splices Load Combination Force(kip) Compression: 1.000 D + 0.700 Lp - 2.800 E4 5.09 Tension: No tension on column 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends OK 2. Maximum fa (ksi) = 0.27 0.4xFy (ksi) = 20.00 fa <0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed Seismic Provisions Member Code Check RAM Frame v8.2 r '" Page 4/5 RAM DataBase: typmfm20R 11/29/04 16:42:21 rrrsrwuuu Building Code: IBC Steel Code: UBC 1997 - ASD Beam Parameters Story: roof Frame No: 1 Member No: 61 Fy (ksi): 50.00 Size: W 12X30 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV No Special Seismic Provision Checks Required For This Member Seismic Provisions Member Code Check y1 RAM Frame v8.2 Page 515 RAM DataBase: typmfm20ft 11/29 4 16:42:21 Building Code: IBC Steel Code: UBC 1997 - ASD Beam Parameters Story: roof Frame No: 1 Member No: 62 Fy (ksi): 50.00 Size: W 12X30 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone N No Special Seismic Provision Checks Required For This Member Seismic Provisions Joint Code Check RAM Frame v8.2 ? RAM DataBase: typmfm20ft 11/29/04 16:42:57 Building Code: IBC Steel Code: UBC 1997 - ASD Joint Parameters - Story: roof Frame No: 1 Joint No: 5 Fy (ksi): 50.00 Column Size: W 12X72 Joint Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV 2213.6 Ordinary Moment Frame Requirements All beam- column connections shall meet one of the following: I) Required Connection Strength - Minimum of Mp and Mpz Bm Size ColSide Ms (kip -ft) Mpz (kip -ft) 61 W12X30 Flange 197.54 155.25 Panel zone shear capacity (kip) = 157.08 Ms = Beam Moment Capacity . Mpz = Moment Corresponding to Panel Zone Strength 2) Required Connection Strength - Max Gravity Loads + 92x E Beam No. Mx (lup -ft) Vx (kip) P (kip) Load Combination 61 - 252.02 50.19 0.00 1.00 D + 0.75 Lp - 2.80 E1 These results shove the maximum moment, and associated P, and V. - 3) Partial Restrained Connection per 2213.6 - Not Performed Seismic Provisions Joint Code Check RAM Frame v8.2 DataBase: typmfm20ft Building Code: IBC Joint Parameters Story: roof Frame No: 1 Joint No: 9 Fy (ksi): 50.00 Column Size: W 12X72 Joint Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV 2213.6 Ordinary Moment Frame Requirements All beam - column connections shall meet one of the following: Page 2/3 11/29/04 1 6:42:57 Steel Code: UBC 1997 - ASD 1) Required Connection Strength - Minimum of Mp and Mpz Bm Size ColSide Ms (kip -ft) Mpz (kip -ft) 62 W12X30 Flange 197.54 155.25 Panel zone shear capacity (kip) = 157.08 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2) Required Connection Strength_- Max Gravity Loads + Qx E Beam No. Mx (kip -ft) Vz (kip) P (Idp) Load Combination 62 - 252.02 -50.19 0.00 1.00 D + 0.75 Lp + 2.80 E1 These results show the maximum moment, and associated P, and V. 3) Partial Restrained Connection per 2213.6 - Not Performed Seismic Provisions Joint Code Check RAM Frame v8.2 Page 3/3 RAM DataBase: typmfrn20ft 11/29/04 16:42:57 J, Building Code: IBC Steel Code: UBC 1997 - ASD Joint Parameters Story: roof Frame No: 1 Joint No: 7 Fy (ksi): 50.00 Column Size: W 12X72 Joint Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone W 2213.6 Ordinary Moment Frame Requirements All beam - column connections shall meet one of the following: 1) Required Connection Strength - Minimum of Mp and Mpz BM Size ColSide Ms (kip -ft) Mpz (kip -ft) 62 W12X30 Flange 197.54 155.25 61 W12X30 Flange 197.54 155.25 Panel zone shear capacity (kip) = 157.08 Ms = Beam Moment Capacity. Mpz = Moment Corresponding to Panel Zone Strength 2) Required Connection Strength - Max Gravity Loads + Six E Beam No. ii-I[x (kip -ft) Vx (kip) P (kip) Load Combination 61 - 193.39 -51.14 0.00 1.00 D + 0.75 Lp + 2.80 E1 62 - 193.40 51.14 0.00 1.00 D + 0.75 Lp - 2.80 El These results show the maximum moment, and associated P, and V. 3) Partial Restrained Connection per 2213.6 - Not Performed Member Code Check INTERACTION EQUATION: fa/Fa = 0.039 Eq HI -3: 0.039 + 0.471 + 0.000 = 0.510 RAM Frame v8.2 4 t,3 RAM DataBase: typmfin20ft 11/29/ 16:39:28 Building Code: IBC Steel Code: AISC ASD COLUMN INFORMATION: Story Level = roof Frame Number 1 Column Number = 2 Fy (ksi) = 50.00 Column Size = WI2X72 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.50 18.50 K 1.39 1.00 Braced Against Joint Translation No No CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D - 0.714 El Shear Top Vmajor (kips) 10.06 Vminor (kips) 0.00 Shear Bot. Vmajor (kips) 10.06 Vminor (kips) 0.00 SHEAR CHECK: fvx (ksi) = 1.90 Fvx (ksi) = 20.00 fvx/Fvx = 0.095 fvy (ksi) = 0.00 Fvy (ksi) = 20.00 fvy/Fvy = 0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.000 D - 0.714 El Axial Load (kips) 16.68 Moment Top Mmajor (kip -ft) 66.15 Mminor (kip -ft) 0.00 Moment Bot. Mmajor (kip -ft) 114.76 Mminor (kip -ft) 0.00 CALCULATED PARAMETERS: fa (ksi) = 0.79 Fa (ksi) = 20.37 fbx (ksi) = 14.14 Fbx (ksi) = 30.00 fby (ksi) = 0.00 Fby (ksi) = 37.50 Cb = 2.30 KLIRx = 58.09 KL/Ry = 73.03 INTERACTION EQUATION: fa/Fa = 0.039 Eq HI -3: 0.039 + 0.471 + 0.000 = 0.510 s Member Code Check 11 RAM Frame v8.2 Page 2/5 RAM DataBase: typmfm20ft 11/29/04 16:39:28 M' Building Code: IBC Steel Code: AISC ASD COLUMN INFORMATION: Story Level = roof Frame Number = 1 Column Number = 3 Fy (ksi) = 50.00 Column Size = W 12X72 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.50 18.50 K 1.39 1.00 Braced Against Joint Translation No No CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.000 D + 0.714 El Shear Top Vmajor (kips) 10.06 Vminor (kips) 0.00 Shear Bot. Vmajor (kips) 10.06 - Vminor (kips) 0.00 SHEAR CHECK: fvx (ksi) = 1.90 Fvx (ksi) = 20.00 A x/Fvx = 0.095 fvy (ksi) = 0.00 Fvy (ksi) = 20.00 fvy/Fvy = 0.000 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.000 D + 0.714 El Axial Load (kips) 16.68 Moment Top Mmajor (kip -ft) -66.15 Mminor (kip -ft) 0.00 Moment Bot. Mmajor (kip -ft) 114.76 Mminor (kip -ft) 0.00 CALCULATED PARAMETERS: fa (ksi) 0.79 Fa (ksi) 20.37 fbx (ksi) 14.14 Fbx (ksi) 30.00 fby (ksi) 0.00 Fby (ksi) 37.50 Cb 2.30 KLJRx 58.09 KL/Ry 73.03 INTERACTION EQUATION: fa/Fa = 0.039 Eq Hl -3: 0.039 + 0.471 + 0.000 = 0.510 r f RAM Frame v8.2 . DataBase: typmfTn 20ft Building Code: IBC COLUMN INFORMATION: Story Level = roof Fy (ksi) = 50.00 Column Size = W12X72 INPUT DESIGN PARAMETERS: Member Code Check Frame Number = 1 Lu (ft) K Braced Against Joint Translation CONTROLLING COLUMN FORCES - SHEAR Load Combination: 0.900 D - 0.714 El Shear Top Vmajor (kips) Vminor (kips) Shear Bot. Vmajor (kips) Vminor (kips) SHEAR CHECK: fvx (ksi) 2.49 Fvx (ksi) = 20.00 fvy (ksi) 0.00 Fvy (ksi) = 20.00 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.000 D + 0.714 El Axial Load (kips) Moment Top Mmajor (kip -ft) Mminor (kip -ft) Moment Bot. Mmajor (kip -ft) Mminor (kip -ft) CALCULATED PARAMETERS: fa . (ksi) 0.17 Fa (ksi) fbx (ksi) 16.41 Fbx (ksi) _ fby (ksi) 0.00 Fby (ksi) _ Cb 2.30 KIJRx 53.88 KIJRy = INTERACTION EQUATION: fa/Fa = 0.008 Eq 141 -3: 0.008 + 0.547 + 0.000 = 0.555 X -Axis 18.50 1.29 No 13.15 0.00 13.15 0.00 fvx/Fvx = fvy/Fvy = 3.49 103.42 0.00 133.16 0.00 20.37 30.00 37.50 73.03 452S' Page 3/5 11/29/04 16:39:28 Steel Code: AISC ASD Column Number = 24 Y -Axis 18.50 1.00 No 0.124 0.000 s Member Code Check RAM Frame v8.2 DataBase: typmfm20ft Building Code: IBC Q4 Page 4/5 11/29/04 16:39:28 Steel Code: AISC ASD Story Level = roof Frame Number = 1 Beam Number = 61 Fy (ksi) = 50.00 Beam Size = W 12X30 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu for Axial (ft) 10.00 4.00 Lu for Bending (ft) 10.00 4.00 K 1.00 1.00 Braced Against Joint Translation No No Top Flange Continuously Braced No 64.56 Bottom Flange Continuously Braced No 23.06 CONTROLLING BEAM SEGMENT FORCES - SHEAR 31.59 Segment distance (ft) i - end 0.00 j - end 10.00 Load Combination: 1.000 D + 0.714 El Max Shear Vmajor (kips) 13.62 Max Shear Vminor (kips) 0.00 1 OF411 11" CO .i fvx (ksi) = 4.26 Fvx (ksi) = 20.00 fvx/Fvx = 0.213 fvy (ksi) = 0.00 Fvy (ksi) = 20.00 fvy/Fvy = 0.000 CONTROLLING BEAM SEGMENT FORCES - FLEXURE Segment distance (ft) i - end 0.00 j - end 10.00 Load Combination: 1.000 D - 0.714 El Fby (ksi) Axial Load (kips) 0.00 Moment Mmajor (kip -ft) 64.56 Moment Mminor (kip -ft) 0.00 CALCULATED PARAMETERS: fa (ksi) 0.00 Fa (ksi) 26.95 fbx (ksi) 20.07 Fbx (ksi) 33.00 fby (ksi) 0.00 Fby (ksi) 37.50 Cb 1.49 KL/Rx 23.06 KL/Ry 31.59 INTERACTION EQUATION: fa/Fa = 0.000 Eq H 1 -3: 0.000 + 0.608 + 0.000 = 0.608 s a RAM Frame v8.2 RAM DataBase: typmfin20ft Building Code: IBC BEAM INFORMATION: Story Level = roof Fy (ksi) = 50.00 Beam Size = W12X30 INPUT DESIGN PARAMETERS: Member Code Check Frame Number = 1 Lu for Axial (ft) Lu for Bending (ft) K Braced Against Joint Translation Top Flange Continuously Braced Bottom Flange Continuously Braced CONTROLLING BEAM SEGMENT FORCES - SHEAR Segment distance (ft) i - end j - end Load Combination: 1.000 D - 0.714 El Max Shear Vmajor (kips) Max Shear Vminor (kips) Ct :I X -Axis 10.00 10.00 1.00 No No No 13.62 0.00 0.00 10.00 fvx (ksi) = 4.26 Fvx (ksi) = 20.00 R x/Fvx = fvy (ksi) = 0.00 Fvy (ksi) = 20.00 fvy/Fvy = CONTROLLING BEAM SEGMENT FORCES - FLEXURE Segment distance (ft) i - end 0.00 j - end 10.00 Load Combination: 1.000 D + 0.714 El Axial Load (kips) Moment Mmajor (ldp -fi) Moment Mminor (lap -ft) CALCULATED PARAMETERS: 0.00 64.56 0.00 fa (ksi) 0.00 Fa (ksi) 26.95 fbx (ksi) 20.07 Fbx (ksi) 33.00 fby (ksi) 0.00 Fby (ksi) 37.50 Cb 1.49 KLJRx 23.06 KLlRy 31.59 INTERACTION EQUATION: fa/Fa = 0.000 Eq H 1 -3 : 0.000 + 0.608 + 0.000 = 0.608 SZ Page 5/5 11/29/0 16:39:28 Steel Code: iSC ASD Beam Number= 62 Y -Axis 4.00 4.00 1.00 No 0.213 0.000 t - Joint Code Check Summary RAM Frame v8.2 DataBase: typmf n20ft Building Code: IBC Frame #1: Dimensions(in) AISC ProvisionStyJnt# Element Side 1 5 Web Plate K1.3 Bot Stiffener SideA Stiffener SideA 1 9 Web Plate K1.3 Bot Stiffener SideB Stiffener SideB 1 7 Web Plate Stiffener All P,* 11/29/04 16:40:14 Steel Code: AISC ASD Loc. Dimensions(in) AISC Provision Not Required Top 5.500x 3.125x 0.250 K1.3 Bot 10.960x 3.125x 0.250 K1.3; K1.4 Not Required Top 5.500x 3.125x 0.250 K1.3 Bot 10.960x 3.125x 0.250 K1.3; K1.4 Not Required Both Not Required Seismic Provisions Member Code Check SZ RAM Frame v8.2IMIN" DataBase: typmfin20ft 11/29/04 16 41:26 Bu ilding Code: IBC Steel Code: UBC 1997 - ASD Column Parameters Story: roof Frame No: 1 Member No: 2 Fy (ksi): 50.00 Size: W 12x72 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV 2213.5.1 Column Requirements --- OK Load Combination fa(ksi) Fa(ksi) Result Compression: 1.000 D + 0.700 Lp - 2.800 E1 2.61 34.62 OK Tension: 0.850 D + 2.800 E1 2.17 50.00 OK 2213.5.2 Column Splices Load Combination Force(kip) Compression: 1.000 D + 0.700 Lp - 2.800 E1 55.15 Tension: 0.850 D + 2.800 El 45.71 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends NG 2. Maximum fa (ksi) = 0.79 0.4xFy (ksi) = 20.00 fa <0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed ii- Seismic Provisions Member Code Check 1750 i U RAM Frame v8.2 - Page 2/5 RAM DataBase: typmfrn20ft 11/29/04 16:41:26 Building Code: IBC Steel Code: UBC 1997 - ASD Column Parameters Story: roof Frame No: 1 Member No: 3 Fy (ksi): 50.00 Size: `V12X72 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV 2213.5.1 Column Requirements --- OK Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 El Tension: 0.850 D - 2.800 E1 2213.5.2 Column Splices Load Combination Compression: 1.000 D + 0.700 Lp + 2.800 E1 Tension: 0.850 D - 2.800 E1 2213.53 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends NG 2. Maximum fa (ksi) = 0.79 0.4xFy (ksi) = 20.00 fa <0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed fa(ksi) Fa(ksi) Result 2.61 34.62 OK 2.17 50.00 OK Force(kip) 55.15 45.71 Seismic Provisions Member Code Check RAM Frame v8.2 Page 3/5 RAM DataBase: typmfm20ft 11/29/04 16:41:26 Building Code: IBC Steel Code: UBC 1997 - ASD Column Parameters Story: roof Frame No: 1 Member No: 24 Fy (ksi): 50.00 Size: W12X72 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV 2213.5.1 Column Requirements --- OK Load Combination fa(ksi) Fa(ksi) Result Compression: 1.000 D + 0.700 Lp - 2.800 E4 0.24 34.62 OK Tension: No tension on column 2213.5.2 Column Splices Load Combination Force(kip) Compression: 1.000 D + 0.700 Lp - 2.800 E4 5.09 Tension: No tension on column 2213.5.3 Slenderness Evaluation K can be set to 1.0 if all of the following conditions are met: 1. Column fixed both ends OK 2. Maximum fa (ksi) = 0.27 0.4xFy (ksi) = 20.00 fa <0.4fy All Std. Prov Loads OK 3. Drift meets code requirements Not Performed Seismic Provisions Member Code Check RAM Frame v8.2 Page 4/5 RAM DataBase: typmhn20ft 11/29/04 16:41:26 Building Code: IBC Steel Code: UBC 1997 - ASD Beam Parameters Story: roof Frame No: 1 Member No: 61 Fy (ksi): 50.00 Size: W 12X30 Frame Type: Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV No Special Seismic Provision Checks Required For This Member Seismic Provisions Member Code Check RAMRAM Frame v8.2 Page 5/5 DataBase:- typmfm20ft 11/29/0416:41:26 maw Building Code: IBC Steel Code: UBC 1997 - ASD Beam Parameters Story: roof Frame No: 1 Member No: 62 Fy (ksi): 50.00 Size: W 12X30 Frame Type:Ordinary Moment Resisting Frame Criteria Perform FEMA 350 Seismic Zone IV No Special Seismic Provision Checks Required For This Member 7 i t w Title : Dsgnr. Description Scope : Job # Date: 9:40AM, 5 FEB 05 Usw. KW-0600953. veraaa+ Timber Column Design Page 1-' re„zom F,rrrA, c E, Description typ purlin bearing General Information For Bending Stress Calcs... Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined. Wood Section 3 -2x6 Total Column Height 16.75 it Le XX for Axial 16.75 ft Rectangular Column 361.57 psi Load Duration Factor 1.00 Le YY for Axial 8.00 ft Column Depth 5,50 in Fc 1,500.00 psi Lu XX for Bending 16.75 ft Width 4.50 in Fb 1,000.00 psi Cf : Axial Sawn E - Elastic Modulus 1,700 ksi Axial Y -Y k Lu / d 21.33 Douglas Fir - Larch, No.1 Loads Dead Load Live Load Short Tent Load Axial Load 4,450.00 Ibs 4,450.00 Ibs 0.00 Ibs Eccentricity 0.000in Column OK Using: 3-2x6, Width= 4.50in, Depth= 5.50in, Total Column Ht= 16.75ft DL +LL DL +LL +ST DL +ST fc : Compression 359.60 psi 359.60 psi 179.80 psi Fc: Allowable 361.57 psi 361.57 psi 361.57 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi Fbx: Allowable 1,286.49 psi 1,286.49 psi 1,286.49 psi I Interaction Value Stress Details Fc : X -X Fc: Y -Y Fc: Allowable Fc:Allow' Load Dur Factor Pbx Pbx ' Load Duration Factor 0.9946 0.9946 0.4973 361.57 psi For Bending Stress Calcs... 902.60 psi Max k'Lu / d 50.00 361.57 psi Actual k'Lu/d 22.59 361.57 psi Min. Allow k`Lu / d 11.00 1,286.49 psi Cf:Bending 1.300 1,286.49 psi Rb : (Le d / b^2) ^.5 10.022 For Axial Stress Calcs... Cf : Axial 1.100 Axial X -X k Lu / d 36.55 Axial Y -Y k Lu / d 21.33 a Title : Dsgnr. Description Scope: Job # Date: 9:44AM, 5 FEB 05 ver & &a1 2oa3 Timber Column Design Page 1' r»sa; -2m ENERCALC E, ,o sd:,. Description typ glu -beam General information Code Ref. 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Wood Section 6x8 Total Column Height 16.75 ft mmmill Le XX for Axial 8.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 16.75 ft Column Depth 7.50 in Fc 1,500.00 psi Lu XX for Bending 8.00 ft Width 5.50 in Fb 1,000.00 psi Pbx : Allowable Sawn E - Elastic Modulus 1,700 ksi Interaction Value 0.9448 Douglas Fir - Larch, NO Loads Dead Load Live Load Short Term Load Axial Load 7.000.00 Ibs 7,000.00 Ibs 0.00 Ibs EcoentridV 0.000in Using: 6x8, Width= 5.50in, Depth= 7.50in, Total Column Ht= 16.75ft Stress Details Fc : X -X Fc : Y -Y Pc: Allowable F c:ARmw ` Load Dur Factor F`bx F'ox' Load Duration Factor 1,309.73 psi For Bending Stress Calcs... DL + LL DL + LL + ST 359.23 psi fc : Compression 339.39 psi 339.39 psi 996.87 psi Fc : Allowable 359.23 psi 359.23 psi fbx :Flexural 0.00 psi 0.00 psi Pbx : Allowable 996.87 psi 996.87 psi Interaction Value 0.9448 0.9448 Stress Details Fc : X -X Fc : Y -Y Pc: Allowable F c:ARmw ` Load Dur Factor F`bx F'ox' Load Duration Factor 1,309.73 psi For Bending Stress Calcs... 359.23 psi Max k'Lu / d 359.23 psi Actual k'Lu /d 359.23 psi Min. Allow k'Lu / d 996.87 psi CtBending 996.87 psi Rb : (Le d / b"2) ^.5 For Axial Stress Calcs... CIF : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d Column OK DL + ST 169.70 psi 359.23 psi 0.00 psi 996 87 psi 0.4724 50.00 22.59 11.00 1.000 6.644 1.000 12.80 36.55 3 COMPANY PROJECT SSI SIZER Feb_ 5, 2005 11:1406 Beamt Design Check Calculation Sheet SSI Suer 2001b LOADS: (lb. psi or ptf ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Dead Full Area 15.00 (8.00) - 8900 No Load2 Live Full Area 16.00 (8.00)' Bearing: No Load3 Live Point 800 50.00 No Load4 Dead Point 350 5.00 No Loads Dead Point 350 55.00 No Tributary Width (ft) - MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 60' Dead 4364 value 4364 Live 3973 Shear 4507 Total 8337 8900 8871 Beading(+) M - 123577 Mr - Bearing: N /Mr - 101.99 Dead Defl'n 1.13 - Capacity 8900 8900 Length 2 -1/2 L/637 2 -1/2 56" SST 46 (F8) Self Weight of 13.8 pt( automatically included in loads; This section FAILS the design check WARNING: This section viotates the following design criteria: Bending SECTION vs. DESIGN CODE NOS -1997: (lbs, ibs4t, or in) Criterion Anal pis value Design Value Anal sir /Oesi n (S) Shear pis 8871 Vr - 8900 V r 99.67 Beading(+) M - 123577 Mr - 121166 N /Mr - 101.99 Dead Defl'n 1.13 - L/636 Live Defl'n 1.13 - L/637 3.00 - L/240 37.65 Total Defl'n 2.26 - L/318 4.00 = L /180 56.50 ADDITIONAL DATA: FACTORS: F CD CH Ct CL CF Cv Cfu Cr LC$ Fb' += n/a 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' - n/a 1.00 1.00 1.00 2 E' - n/a 1.00 i.00 2 Bending (+): LCe 2 - D+L, M - 1233577 lbs -ft Shear LCg 2 - D+L, V = 8871 lbs Deflection: LCB 2 - D+L E1= 35698.00e06 lb -in2 K= O.00e06 lbs Total Deflection - 1.00(Dead Load Deflection) + Live Lead Deflection. D -,dead L=live S-snox W -wirid 1-i= pact C-,=rstruction CLd- concentrated) All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection renPts are appropriate for your application. 2. This analysis is for SST Open Web Tnrss products furnished by Standard Structures, tic, only. Product substitutions void this analysis. 3. The swing of the SST Open Web Truss by this software is limited to single span conditions only. The open web truss analysis presented is approximate. 4. Ali open web trusses are custom designed by Standard Structures. Inc, LO carry the specific bads for each project. Actual truss capacity is limited to that required to resist the specified loaads. For other design candtt)orm such as tapered, pitched or cantilever joists check with a Standard Strictures, Inc representative. 5. A! compression edges (top and bottom) must be braced at 2'4' unless noted otherwise. Proper attachment and positioning of bracing is required to achieve member stability. 6. Not all products may be readily available. Check with a Standard Structures, Inc, representative for product availability. 7. The specific product application bads, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy. 8. The supporting member shall be designed to support the total reams rated above. 4 ! COMPANY PROJECT SSI SIZER Feb. 5,200511.12:47 Beaml Design Check Calculation Sheet SS) Sir 2001 b LOADS: (tb% psf, or pN ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Dead Pull Area 15.00 (8.00)* 8900 No Load2 Live Full Area 16.00 (8.00)` Bearing: Capacity No Load3 Live Point 500 30.00 No Load4 Dead Point 350 5.00 No loads Dead Point 350 1 55.00 1 No Tributary Width ( €t) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 60' Dead 4364 Vais lue 4364 Live 4090 shear 4090 Total 8454 8900 8454 Beading( *) M 127060 Mr - Bearing: Capacity 8900 Dead Defl'n 8900 Length 2 -1/2 2 -1/2 58" SST 46 (F8) Self Weight of 13.8 pif automatically included in toads, This section FAILS the design check WARNING: This section violates the following design criteria: Bending SECTION vs. DESIGN CODE NDS -1997: (lbs, lbsA or in) Criterion Final Vais lue Design Value Anal sis /Desi ($) shear V a 454 Vr - 8900 V Vr - 94.99 Beading( *) M 127060 Mr - 124929 M /Mr - 101.71 Dead Defl'n 1.06 L/679 Live Defl'n 1.08 L/665 3.00 - L/240 36.07 dotal Defl'n 2.14 L/336 4.00 = L /180 53.55 ADDITIONAL DATA: FACTORS: F CD 04 Ct CL CF Cv C €u Cr LC@ Eb' += n1a 1.00 1.00 1.00 1.000 1.G0 1.000 1.00 1.00 2 FV n/a 1.00 1.00 1.00 2 S' - n/a 1.00 1.00 2 Rending( +): LCii 2 = D+L, M - 127060 lbs -ft Shear : LC@ 2 = D +L, V - 8454 lbs Deflection: LLi 2 = D+L E1= 38083.00e06 lb-in2 K- 0.00e06 lbs Total Deflection - 1.00(Dead Load DeflectienD + Live Load Deflection. D -dead L-live S-snow W --wind 1- ir..pact C- instruction CLd- concentrated) AlL LC's are listed in the Analysis cutout) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriata for your application. 2 This analysis is for SST Open Web Tress products furnished by Standard Structures. Inc. only. Product substitutions void this analysis. 3. The sizing of the SST Open Web Tress by this software is limited to single span conditioru only The open web truss analysis presented is approximate. 4. AS open web trusses are custom designed by Standard Structures, link. to carry the specific bads for each project. Actual truss capacity is limited to that required to resist the specified bads. For odd design conditions such as tapered, pitched or cantilever joists check with a Standard Structures, Inc. representative. 5. All compression edges (top and bottorn) must be braced at 7-6- unless tooted off wise. Proper attachment and positioning of bracing is required to achieve member stability. e. Not all products may be readily available. Check with a Standard Structures, Inc representative for product availability 7. The specific product application loads, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy. 8. The supportiN member shaft be designed to support the total reaction noted above. G' f r COMPANY i PROJECT SSI SIZER Feb. 5,2005 11:13-10 Beam1 Design Check Calculation Sheet SSI Sizes 2001b LOADS: (tbs. psf, or pu ) Load Type I Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loacil Dead Full Area 15.00 (8.00)' 8900 No Load2 Live Full Area 16.00 (8.00)• Capacity No Load3 Live Point 1000 45.00 No Load4 Dead Point 350 5.00 No Loads Dead Point 350 55.00 1 No Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Y 60' Dead 4364 Value 4364 Live 4090 Shear 4590 Total 8454 8900 8954 Bearing: M - 127151 Mr - Capacity 8900 Dead Defl'n 8900 Length 2 -1/2 2 -1/2 I 58" SST 46 (F8) Self Weight of 13.8 ptf automatically included in loads, This section FAILS the design check WARNING: This section violates the following design criteria: Bending Shear Bearing SECTION vs. DESIGN CODE NDS4997: (tbs, Ibs4t, or in) Criterion Analvsis Value Design Value Anal sis /Desi n (8) Shear V - 8954 Vr - 8900 V Vr - 100.61 Bending( +) M - 127151 Mr - 124929 M/Hz - 101.78 Dead Defl'n 1.06 = L/6i9 Live Defl'n 1.12 = L/642 3.00 - L/240 37.35 Total Defl'n 2.18 - L/330 4.00 - L /180 54.51 ADDITIONAL DATA: E'hjmRS: F CD @t Ct CL CF Cv Cfu Cr LC$ Fb' +- n/a 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' - n/a 1.00 1.00 1.00 2 E' - n/a 1.00 1.00 2 Bending(+): LC? 2 - D+L, M - 127151 lbs -ft Shear : LC2 2 - D+L, V - 8954 lbs Deflection: LCl 2 - D+L E1- 38083.00*06 lb-in2 K- 0.00e06 lbs Total Deflection - 1.00(Dead Load Deflection) - Live Load Deflection. D -dead L-live S-snow W- rind 1- ir-pact C- construction CLd =concentrated) All LC's are listed in the Analysis output) DESIGN NOTES: N1. Please verily that the deftill demon limits, are appropriate for your application. 2. This analysis is for SST Open Web Truss products famished by Standard Structures, tnc. only_ Product substitutions void this analysis. 3. The sting of the SST Open Web Truss by this so bNm is limited to single span conditions only. The open web truss analysis presented is approximate 4. AN open web trusses are cu56Drn designed by Staz>dard Structures, Inc. to carry @e specific loads for each project. Actual truss capacity is limited to that required to resist the specked loads. For otter design conditions such as tapered, pitched or cantilever joists deck with a Standard Strictures, Inc. representative 5. Ali compression edges (top and lettom) must be braced at 7.6' unless rated othenvise. Proper attachment and positioning of bracing is required to achieve member stability. 6. Not al products may be readily available. Check with a Standard Structures, lnc, representative for product availability. 7. The specific product application scats, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy 8. The supportitg member shaft be designed to support the total reaction noted above. COMPANY I PROJECT SSI SIZER Feb. 5, 200511:13 :36 Beam1 Design Check Calculation Sheet SSI Sizer 2001b LOADS: (lbs, psf. or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Loadl Dead Full area 15.00 (8.00)' V /Vr = 99.67 No Load2 Live Full Area 16.00 (8.00)' M /Mr = 98.92 No Load3 Live Point 800 50.00 No Load4 Dead Point 350 5.00 No Loads Dead Point 350 55.00 No Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : W 6(r Dead 4364 Desi n 4364 Live 3973 V = 4507 Total 8337 V /Vr = 99.67 8871 Bearing: 123577 Fir = 124929 M /Mr = 98.92 Dead Defl'n 1.06 = L/679 Capacity 8900 8900 Length 2 -1/2 3.00 = 2 -1/2 58" SST 46 (F8) Self Weight of 13.8 pff automatically included in loads; SECTION vs. DESIGN CODE NDS -1997: (Ibs, lbs-ft, or In) Criterion Analysis Value Desi n Value Analysis/Design I %) Shear V = 8871 Vr = 8900 V /Vr = 99.67 Bending( +) M = 123577 Fir = 124929 M /Mr = 98.92 Dead Defl'n 1.06 = L/679 Live Defl'n 1.06 = L1680 3.00 = L/240 35.29 Total Defl'n 2.12 = L/339 4.00 = L /180 52.97 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= n/a 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = n/a 1.00 1.00 1.00 2 E' = n/a 1.00 1.00 2 Bending( +): LC$ 2 = D+L, M = 123577 lbs -ft Shear : LCi 2 = D+L, V = 8871 lbs Deflection: LC# 2 = D+L EI= 38083.00 06 lb -in2 K= 0.0006 lbs Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. D=dead L=dive S =snow W-wind I= impact C =construction CLd= concentrated) All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 12. This analysis is for SST Open Web Truss products fumished by Standard Structures, Inc, only. Product substitutions void this analysis. 3. The sizing of the SST Open Web Truss by this software is limited to single span conditions only. The open web truss analysis presented is approArnate. 4. All open web trusses are custom designed by Standard Structures, Inc, to carry the specific loads for each project. Actual truss capacity is limited to that required to resist the specified loads. For other design oonditions such as tapered, pitched or cantilever joists check with a Standard Structures, Inc. representative. 5. AA compression edges (top and bottom) must be braced at 2' -6° unless noted otherwise. Proper attachment and positioning of bracing is required to achieve member stability. 6. Not all products may be readily available. Check with a Standard Structures, Inc. representative for product availability. 7. The specific product application loads, spans, spacings have been provided by others and have not been reviewed by Standard Structures, Inc for adequacy. 8. The supporting member shall be designed to support the total reaction noted above. TITLE 24 REPORT Title 24 Report for: Shop Building ,W Lake Elsinore Market Place SWC Central venue.rand Cambern Ave. sco- (r v. _s etE sirab';sC • BY DATE Thf oo ; avo zcl' _t _ -r? for adherence to the apot;cabFa Cc-' CS " =a:.e. Aulhor+zation is horet ,)y granteri .o is-.-, a c• -- ding permit pending uppTov.31 by all 3.-; L Fancies. T; e rsst zn:—= or ProjeclfD'esi grie r•sed on app=aval of u-- --_ _ -_:. not o_ coi:irued to permit or 3•_. ;on of the applicable codes or care; _ _MCG Archltectuf(e to give authority 1= 05- East 'Colo r'a`db 1BfVd!0rSLWtdu400 codes shalt ha 4a..d. Pasadena, Ca 91106 626 - 793 -9119 Report Prepared By: Krishna C. Kumar P.E. Guthrie and Associates Inc. 370 S. Crenshaw Blvd., Suite E -104 Torrance, CA 90501 310) 787 -7825 Job Number: 040907 -N Date: 2/7/2005 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 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883 -5900. 9 EneWPro 3.1 By EneWSaft Job Number. 040907 -N User Number 1645 1 TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Nonresidential Performance Title 24 Forms 3 Form ENV -MM Envelope Mandatory Measures 14 Form MECH -MM Mechanical Mandatory Measures 15 HVAC System Heating and Cooling Loads Summary 17 I dI 1 i i 7 i a i i x r EnergyPro 3.1 By EnergySolt Job Number. 040907 -N User Number 1645 is PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PERF -1 PROJECT NAME DATE Shop Buildin 'N'- Lake Elsinore Market Place 2/7/2005 kOJECT ADDRESS SWC Central Avenue and Cambern Ave. Lake Elsinore PRINCIPAL DESIGNER - ENVELOPE TELEPHONE Building Permit # MCG Architecture I 626- 793 -9119 i,DOCUMENTATION AUTHOR TELEPHONE Checked by /Date Guthrie and Associates Inc. (310) 787 -7825 Enforcement Aaenev Use GENERAL INFORMATION DAT DATE OF PLANS I BUILDING CONDITIONED FLOOR AREA 7,203 sq.Ft CLIMATE ZONE 10 BUILDING TYPE NONRESIDENTIAL HIGH RISE RESIDENTIAL HOTELIMOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION u ADDITION ALTERATION EXISTING + ADDITION This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. This certificate applies only to a,auildinq using the perfopngnce compliance approach. DOCUMENTATION AUTHOR SIGN DAT Krishna C. Kumar P.E. AS' The Principal Designers hereby certify that the proposed building design represe%ttedd in a cons ruction documents an modelled for this permit application are consistent with all other forms and worksheets, specifications, and other calculations submitted with this permit application. The proposed building as designed meets the energy efficiency requirements of the State Building Code, Title X24, Part 6. ENV. LTG. ME gm. 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to ign this document as the person responsible for its preparation; and that 1 am licensed as a civil engineer, echanical engineer, electrical engineer or architect. i 2. 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. 3. 1 affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pusuant to Business and Professions Code Sections 5537, 5538, and 6737.1. (These sections of the Business and Professions Code ae printed in full in the Nonresidential Manual.) ENVELOPE COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures ENV -1RequiredForms PRINCIPAL ENVELOPE DESIGNER - NAME SIGNATURE LIC. NO. DATE MCG Architecture LIGHTING COMPUANCE Indicate location on plans of Note Block for Mandatory Measures Lighting Compliance Not In The Scope Of 4 Requi Fo U0111ILLbIll PRINCIPAL LIGHTING DESIGNER - NAME I LIC. NO. DATEIc — 2.47$1 1 2 - /l- of- MECHANICAL COMPLIANCE 1 Indicate location on plans of Note Block for Mandatory Measures Ni ^-57— MEC -1 MECH -2 MECH -3RequiredForms PRINCIPAL MECHANICAL DESIGNER - NAME ' IGNATU LIC. NO. DATE Guthrie and Associates Inc. IM/-? 22 2 l% 0 EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number 040907 -N Page 3 of 23 1 4 4 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 PERF -1 Shop Buildina 'N'- Lake Elsinore Market Place ANNUAL SOURCE Standard Proposed Compliance DATE 2/7/2005 ENERGY COMPONENT Design Design Margin WaNward _ _Proposed - Space Heating 6.371 ° 7.14 -0.76 ISpace Cooling 58.10 51.94 6.16 Indoor Fans 29.78 33.90 -4.12 Heat Rejection 0.00 0.00 0.00 j I Pumps & Misc. 0.00 0.00 0.00 l Domestic Hot water 138.69 134.44 4.25 i Lighting 32.40 32.40 0.00 Receptacle 8.45 8.45 0.00 Process 2.42 ' 2.42 0 10 20 30 40 80 60 70 80 90 100 110 120 130 TOTALS: 276.22 270.69 5.53 kWjdsae-r Percent better than Standard: 2.0% ( 2 -0% excluding process) BUILDING COMPLIES GENERAL INFORMATION w Building Orientation West) 270 d29 Conditioned Floor Area 7,203 sgft 1NumberofStories Unconditioned Floor Area 0 sqn 7NumberofSystems Conditioned Footprint Area 7,203 sqn 7iNumberofZones I N Orient- ation- Gross Area Glazing Area Glazing Ratio Front Elevation p (West, i 2,577 sgtt 920 sqe. 357% 180LeftElevationi (North? 764 sgfL sgfL 23.6% 160RearElevationEast1,863 sqn. so 86% 320RightElevation (South) 1,388 Ka- sgft 231 Total 6,592 SCA 1,580 sgft l- Roof 7203 sqn sqn o o% i Standard Proposed 1, EE6TM Energy & Atmosphere Credit C- y Lighting Power Density t.too,W;Sq 1100 wisgrt Savings vs. Title 241 2.08% Prescriptive Env. Heat Loss 1,597Betunl 2620 BhdhLE253,653 Energy Performance Credit2 0 Points j Prescriptive Env. Heat Gain 184,038 BtunrF Btu/1 -p i 1. excludes process and receptacle 2. see LEED table 8-c or 8d 1 Remarks: Run Initiation Time: 0210710510:51:31 Run Code: 1107802291 eEreeWPro 3.1 By EnergySon User Number. 1645 Job Number- 040907 -N Page 4 of 23 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 of 3 PERF -1 EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special Justificatior and documentation submitted. I Plan I Fiplri The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant Outhorized Signature or Stamp IEnerovPro 3.1 By EnemySoft User Number. 1645 Job Number. 040907 -N Page 5 of 23 1 PROJECT NAME Shop Building W- Lake Elsinore Market Place DATE 2/7/2005 1109ZDNE INFORMATION System Name Zone Name Occupancy Type Floor Area sgfL) Inst. LPD W /sf)1 Port. LPD W /sf)1 Ctrl. Credits s 2 Tailored Proc. Loads W /st) LPD W /sf) 3 Suite NI (N)4 Ton A/C Suite NI(N) Dining Area 732 1.100 Suite Ni (S}3 Ton A/C Suite N1 (S) Dining Area 594 1 100 Suite N2-6 Ton A/C Suite N2 Dining Area 1,334 1100 Suite N3 (Front )-5 Ton A/C Suite N3(Front) Dining Area 1,028 1.100 Suite N3(Rear )-5 Ton AIC Suite N3(Rear) Dining Area 1,027 1.100 1.000 Suite N4-5 Ton A/C Suite N4 Dining Area 1,198 1.100 Suite N5.6 Ton A/C Suite N5 Dining Area 1 1,290 1.100 Notes: 1. See LTG-1 (items marked wdth asterisk, see LTG-2 by others) 2. See LTG-3 3. See LTG4 Items above require special documentation EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special Justificatior and documentation submitted. I Plan I Fiplri The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant Outhorized Signature or Stamp IEnerovPro 3.1 By EnemySoft User Number. 1645 Job Number. 040907 -N Page 5 of 23 1 ENVELOPE COMPLIANCE SUMMARY Performance ENV -1 PROJECT NAME DATE i ShOD Buildina 'N'- Lake Elsinore Market Place 2/7/2005 vrrr.tuc ur rr.c Surface Type Framing Type Area U-Fac. Act Azm. Solar Gains Tilt Y/N Form 3 Reference Location / Comments 1 Wall Wood 380 0.091 0 90 XII 0.83 I R -11 Frame Wall Suite NUN) 2 Wail Wood 96 0.091 180 90 IXII 0.83 Single Clear Glass I R -11 Frame Wall Suite N1 (N) 3 Wall W22d 188 1 0.091 270 90 X11 I R -11 Frame Wall Suite N1 (N) 4 Wall Wood 96 1 0.091 1 90 90 x1l uite N2 I R -11 Frame Wall Suite N1 (N) 5 Roof MLodd 732 1 0.041 1 180 0 XII I R -19 Roof /Acoustic Ceiling Suite NI (N) 6 Wall Mwd 199 1 0.091 270 90 X11 7 I R -11 Frame Wall Suite NI (S) 7 Door None 21 1 0.581 270 90 XII Window I Hollow Metal Door Suite NI (S) 8 Wall Wood 230 1 0.091 90 1 90 x1l 320 I R -11 Frame Wall Suite N1 (S) 9 Roof ood 594 0.041 180 0 X1 R -19 Roof/Acoustic Ceiling Suite N1 S 10 Wall I ood 180 0.091 315 90 x1l I R -11 Frame Wall Suite N2 11 Wall ood 119 0.088 180 90 1XII I R -11 Demising Wall Suite N2 12 Wall ood 170 0.088 90 90 X 11 1 R -11 Demising Wall Suite N2 13 Wall ood 214 0.091 270 90 xI I R -11 Frame Wall Suite N2 14 Wall ood 132 0.091 1 90 90 XI I R -11 Frame Wall Suite N2 15 Door Norse 1 21 0.581 90 90 Hollow Metal Door Suite N2 16 Roof odd 1,334 0.041 180 0 X I R -19 Roof /Acoustic Ceiling Suite N2 17 Wall Wood 1418 1 0.091 270 90 R -11 Frame Wall Suite N3 Front 18 Wall Wood I 85 10.091 180 90 1 R -11 Frame Wall Suite N3 Front 19 Roof Wood 1 ,028 1 0.041 180 0 X1 R -19 Roof /Acoustic Ceiling Suite N3 Front 20 all ood 1 85 1 0.091 180 1 90 X i R -11 Frame Wall Suite N3 (Rear) FENESTRATION SURFACES Site Assembled Glazing 0 Check box if Building is- 100,000 sqft of CFA and- 10,000 sqft vertical glazing then NFRG Gertiflcation is required. Fnllnw NFRG itN1 -S6 PmnPdures and submit NFRC Label Certificate Form. I EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number 040907 -N Page.6 of 23 1 Type Area U -Fac. Act. Azm. SHGC Glazing Type Location / Comments 1 Window 180 1.190 0 0.83 Single Clear Glass uite N1 N 2 Wndow 180 1.190 270 0.83 Single Clear Glass utte N1 (N) IMF3 Window 160 1.190 90 0.83 Sin le Clear Glass uite N1 (S) 4 Window 160 1.190 315 0.83 Sin le Clear Glass uite N2 5 Window 160 1.190 1 270 0.83 Sin le Clear Glass uite N2 6 Window 160 1.190 1 270 0.83 Sin le Clear Glass uite N3 Front 7 Window 160 1.190 270 0.83 Single Clear Glass uite N4 8 Window 100 1.190 270 0.83 Sin le Clear Glass uite N5 9 Window 320 1.190 180 0.83 Single Clear Glass uite N5 EXTERIOR SHADING Exterior Shade Type SHGCI Window H t. Wd. Overhang Left Fin Right Fin Le n t LEARExt. Dist, e 1 None 0.76 10.0 18.0 5.0 0.1 5.0 5.0 2 None 0.76 10.0 18.0 5.0 0.1 5.0 5.0 3 None 0.76 10.0 16.0 5.0 0.1 5.0 5.0 4 1 None 0.76 10.0 16.0 10.0 0.1 10.0 10.0 5 1 None 0.76 10.0 16.0 5.0 0.1 5.0 5.0 6 1 None 0.76 10.0 16.0 4.0 0.1 4.0 4.0 7 None 0.76 10.0 16.0 4.0 0.1 4.0 4.0 8 None 0.76 10.0 10.0 4.0 0.1 4.0 4.0 9 None 0.76 10.0 32.0 4.0 0.1 4.0 4.0 Run Initiatiorl Tim 2107105 10:51:31 Run Codes I EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number 040907 -N Page.6 of 23 1 4 ENVELOPE COMPLIANCE SUMMARY Performance ENV- NAME DATE Shop Building 'N'- Lake Elsinore Market Place 2/7/2005 OPAQUE SURFACES Surface Type Framing Type Area U -Fac. Act. Am. Solar Gains Tilt y/N Form 3 Reference Location / Comments 21 Wall Wood 1204 1 0.088 0 90 X 11 1 R -11 Demising Wall Suite N3 Rear 22 Wall Wood 370 1 0.091 1 90 90 iXil I R -11 Frame Wall Suite N3 Rear 23 Door None 21 0.581 1 90 90 1xil I Hollow Metal Door Suite N3 Rear 24 Roof Wood 1.027 0.041 1 180 0 1XI R -19 Roof /Acoustic Ceiling Suite N3 Rear 25 Wall Wood 214 0.091 1 270 90 X I R -11 Frame Wall Suite N4 26 Wall ood 319 0.091 90 90 R -11 Frame Wall Suite N4 27 Door None 1 21 0.581 1 90 90 x1l Hollow Metal Door Suite N4 28 Roof ood 11,198 0.041 180 0 XII R -19 Roof /Acoustic Ceiling Suite N4 29 Wall Wood 223 0.091 270 90 R -11 Frame Wall Suite N5 30 all ood 683 0.091 180 90 R -11 Frame Wall Suite N5 31 all ood 302 0.091 90 90 x1l I R -11 Frame Wall Suite N5 32 Door None 21 0.581 90 90 X11 I Hollow Metal Door Suite N5 ff Roof ood 1,290 1 0.041 180 0 XII I R -19 Roof/Acoustic Ceilinq Suite N5 EXTERIOR SHADING N Exterior Shade Type ISHGCJ Window H t. Wd. Overhang Left Fin Right Fin Len t. LExILRExt. Dist. Len, Hat, Dist-Len, t I I FENESTRATION SURFACES Site Assembled GlazIn n Check box if Building is— 100,000 sqft of CFA and— 10,000 sqft vertical glazing then NFRC Certification is required. g I 1 Fnflnw NMr: 1nn-gR Amrarfiime and eithmil NFPr I ahal rorlifiratP Fnrm I EneWPro 3.1 By EneWSoft User Number. 1645 Job Number 040907 -N Page 7 of 23 i Type Area U -Fac. Act. Azm. SHGC Glazing Type Location / Comments EXTERIOR SHADING N Exterior Shade Type ISHGCJ Window H t. Wd. Overhang Left Fin Right Fin Len t. LExILRExt. Dist. Len, Hat, Dist-Len, t Code: I EneWPro 3.1 By EneWSoft User Number. 1645 Job Number 040907 -N Page 7 of 23 i CERTIFICATE OF COMPLIANCE Performance MECH -1 1PROJECT NAME DATE k ShOD Buildina 'N'- Lake Elsinore Market Place 1 2/7/2005 SYSTEM NAME ITIME CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT /COOL? LING SUPPLY RESET VENTILATION CO TING TING MECHANICAL SYSTEMS DHW Heater I I Suite N1(N) -4 Ton A/C I I Suite N1(S) -3 Ton A/C n/a n/a n/a n1a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Electric Res 99% n/a n/a Chronomite Instant WH Yes Yes n/a n/a nla n/a n/a Programmable Switch Heating 8 Cooling Required n/a n/a n/a Constant Volume No No Constant Tem Constant Temp n/a Air Balance Gravity No Economizer 365 cfm Gas Furnace 80% AFUE Packaged DX 13.0 SEER / 11.0 EER Carrier 48HJD005- A/C Yes No Ducts in Attic 4.2 Duds in Attic 42 No Programmable Switch Heating 8 Cooling Require n/a n/a n/a Constant Volume No No Constant Temp Constant Temp n/a Air Balance Gravity No Economizer 297 cfm Gas Furnace 80% AFUE Packaged DX 13 0 SEER/ 11 0 EER Carrier 48HJD004- A/C Yes No Ducts in Attic 4.2 Ducts in Attic 42 No NOTE TO FIELD I CODE TABLES: Enter code from table below into columns above. I HEAT PUMP THERMOSTAT? Y: Yes N: No TIME CONTROL I SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S: Prog. Switch 0: Occupancy Sensor M: Manual Timer H: Heating C: Cooling B: Both Enter Number of Isolation Zones. I: Inlet Vanes P: Variable Pitch V: VFD O: Other C: Curve VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT I COOL? HEAT AND COOL SUPPLY RESET? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HIGH EFFICIENCY? B: Air Balance P Outside Air Cert. M: Out. Air Measure D: Demand Control N: Natural A: Auto G: Gravity A: Air Water N: Not Required EC: Economizer Control See Section 144e3 Enter Outdoor Air CFM. Note: This shall be no less than Col. H on MECH -3. PIPE INSULATION REQUIRED? PIPEIDUCT INSULATION PROTECTED? SEALED DUCTS IN CEILINGIROOF SPACE I EnemvPro 3.1 13v EnefavSoft User Number. 1645 Job Number 040907 -N Paae 8 of 23 1 r CERTIFICATE OF COMPLIANCE Performance MECH -1 NAME DATE ShOD Buildina 'N'- Lake Elsinore Market Place I 2/7/2005 SYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT /COOL? HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN OJL CFM MECH -3, COLUMN I HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? HEATING DUCT LOCATION I R -VALUE COOLING DUCT LOCATIO R -VALUE VERIFIED SEALED DUCTS IN CEILING/ROOF SPACE MECHANICAL SYSTEMS Suite N2-6 Ton A/C Suite N3(Front )-5 Ton A/C Suite N3(Rear) -5 Ton A/C Programmable Switch Heating & Cooling Require n/a n/a n/a Constant Volume No No Constant Temp Constant Temp n/a Air Balance Gravity No Economizer 667 cfm Gas Furnace 80% AFUE Packaged DX 11.0 EER Carrier 48HJD007- A/C Yes No Ducts in Attic 4.2 Ducts in Attic 4.2 No NOTE TO FIELD CODE TABLES: Enter code from table below into columns above. HEAT PUMP THERMOSTAT? Y• Yes N: No TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? 1S: Prog. Switch YO: Occupancy 1 Sensor M: Manual Timer H: Heating C: Cooling B: Both Enter Number of Isolation Zones. I: Inlet Vanes P: Variable Pitch V: VFD O: Other C: Curve VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/ COOL? HEAT AND COOL SUPPLY RESET? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HIGH EFFICIENCY? B: Air Balance C: Outside Air Cert. M: Out. Air Measure II D: Demand Control IIN: Natural A: Auto G: Gravity A: Air Water N: Not Required EC: Economizer Control See Section Enter Outdoor Air CFM. Note: This shall be no less than Col. H on MECH -3. PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? I EneravPro 3.1 By EnernvSott User Number: 1645 Job Number 040907 -N Paae 9 of 23 I C CERTIFICATE OF COMPLIANCE Performance MECH -1 PROJECT NAME Buildinq 'N'- Lake Elsinore Market Place ISYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEATICOOL? HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN O.A. CFM MECW3 COLUMN 1 HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER PIPE INSULATION REQUIRED? PIPEIDUCT INSULATION PROTECTED? HEATING DUCT LOCATION I R -VALUE COOLING DUCT LOCATION R -VALUE VERIFIED SEALED DUCTS IN CEILINGIROOF SPACE Suite N4-5 Ton A/C Programmable Switch Heating & Cooling Required n/a n1a n/a Constant Volume No No Constant Temp Constant Terri n/a Air Balance Gravity No Economizer 599 cfm Gas Furnace 80% AFUE Packaged DX 13.0 SEER / 11.0 EER Carrier 48HJD006- A/C Yes No Ducts in Attic 4.2 Ducts in Attic 4.2 No 1 Suite N5-6 Ton A/C I DATE 2/7/2005 NOTE TO FIELD CODE TABLES: Enter code from table below into columns above. HEAT PUMP THERMOSTAT? TIME CONTROL S: Prog. Switch Occupancy Sensor Y: Yes M. Manual Timer N: No VENTILATION B: Air Balance C: Outside Air Cert M: Out Air Measure D: Demand Control N: Natural I SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? H: Heating C: Cooling B: Both Enter Number of Isolation Zones. 1: Inlet Vanes P: Variable Pitch V: VFD O: Other C: Curve VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT I COOL? HEAT AND COOL SUPPLY RESET? OUTDOOR DAMPER ECONOMIZER O.A. CFM HIGH EFFICIENCY? A. Auto G: Gravity A: Air Water N: Not Required EC: Economizer Control See Section 144 e 3 Enter Outdoor Air CFM. Note: This shall be no less than Col. H on MECH -3. PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? SEALED DUCTS IN CEILING/ROOF SPACE? TOTES TO FIELD - For Building Department Use Only Run Initiation Time: 02/07/0510:51:31 Run Code: 1107802291 EnemvPro 3.1 By EnerwYSoi User Number. 1645 Job Number. 040907 -N Pane 10 of 23 CENTRAL SYSTEM FAN SUMMARY MECHANICAL EQUIPMENT SUMMARY Part 1 of 2 MECH -2 PROJECT NAME Shop Building W- Lake Elsinore Market Place DATE 2/7/2005 HILLER AND TOWER SUMMARY BHP Efficiency Tons PUMPS Motor Eff. Drive Eff. 1 Equipment Name Equipment Type iQty. Tot. Qty GPM BHP Motor Eff. Drive Eff. Pump Control jCartier 48HJD004- AFC Constant Volume Draw -Through I 0.33 77.0%,100 0% none Carrier 48HJD007 -AFC i + Constant Volume ;Draw -Through ppiYi 0.70 77.0% 100.0% none Carrier 48HJD006 -AFC Constant Volume Draw - Through 2,000 0.70y 77.0% 97.0% none Ix q iDKWI BOILER SUMMARY Energy Factor or Recovery Efficiency Standby Loss or Pilot TANK INSUL. System Name System Type I Distribution Type Q Rated Input (Gals.) Vol. Ext. R -Val. n Chronomhe Instant WH Instant Elec Pipe Insulation 6 10,329 0 0.96 n/a n/a CENTRAL SYSTEM RATINGS HEATING COOLING System Name System Type Qty. Output Aux. kW Eff. Outvut Sensible Efficiency Economizer Type Carrier 48HJD005 A!C Packaged DX 11 59,040 3.780 A AFUE 48,000 37,50 13.0 SEER / 11.0 EER No Economizer Carrier 48HJD004- AfC Packaged DX 11 59,200 0.0 80 %AFUE 36,000 27,50 13 0 SEER / 110 EER No Economizer Carrier 48HJD007- A/C Am Packaged DX 59,020 0.0480%AFUE 72,000 50,50011 0 EER No Economizer artier 48HJD006- AFC Packaged DX ft3 5 9,040 7.5 80% AFLIEJ 60,000 45,50 13.0 SEER / 11.0 EER No Economizer I I i CENTRAL SYSTEM FAN SUMMARY F- SUPPLY FAN RETURN FAN G System Name Fan Type Motor Location CFM BHP Motor Eff. Drive Eff. CFM BHP Motor Eff. Drive Eff. Carrier 48HJD005 -AFC constant Volume Draw -Through 1,600 0.33 77.0% 1000% none jCartier 48HJD004- AFC Constant Volume Draw -Through 1,2001 0.33 77.0%,100 0% none Carrier 48HJD007 -AFC i + Constant Volume ;Draw -Through 2,0001 0.70 77.0% 100.0% none Carrier 48HJD006 -AFC Constant Volume Draw - Through 2,000 0.70y 77.0% 97.0% none q t' f EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -N Page 11 of 23 1 MECHANICAL EQUIPMENT SUMMARY Part 2 of 2 MECH -2 PROJECT NAME DATE Shoo Buildina 'N'- Lake Elsinore Market Place 2/7/2005 VAV TERMINAL BOX T RM NAL FAN CFM BASEBOARD Motor Eff. System Type Cly. Min. CFM Ratio Reheat Coil CFM BHP Motor Eff. Drive Eff. Type OutputTypeDeitaT ST FAN E EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -N Page 12 of 23 1 Room Name CFM BHP Motor Eff. Drive Eff. Room Name q CFM BHP Motor Eff. Drive Eff. E EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -N Page 12 of 23 1 MECHANICAL VENTILATION MECH -3 PROJECT NAME DATE Shop Building W- Lake Elsinore Market Place 2/7/2005 MECHANICAL VENTILATION o a a a a o© o 0 o a ZONE/SYSTEM Suite N1(N) Suite N1 (N)-4 Ton A/C Suite N1(S) Suite N1 (S)-3 Ton AFC Suite N2 Suite N2-6 Ton AFC Suite N3(Front )-5 Ton A/C Suite N3(Rear)-5 Ton A/C quite N4 Suite N4-5 Ton A/C suite N5 Suite N5-6 Ton A/C AREA BASIS COND. MIN. AREA CFM CFM SF) PER SF I (B x C) 1 1,1 1 5141 OCCUPANCY BASIS NO. I CFM MIN. OF PER CFM PEOPLEi PERSON (ExF) Total' D OR C Minimum Ventilation Rate per Section 121, Table 1-F. E Based on Expected Number of Occupants or at least 50% of Chapter 101997 UBC Occupant Density. I Must be greater than or equal to H, or use Transfer Air. Design Outdoor Air includes ventilation from Supply Air System & Room Exhaust K Must be greater than or equal to (H minus 1), and, for VAV, greater than or equal to (H -J). I EnemyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -N Pape 13 of 23 1 C. ENVELOPE MANDATORY MEASURES ENV -MM NAME N'- Lake Elsinore Market Place DATE 2/7/2005 DESCRIPTION Designer Enforcement 118(,) Installed Insulating Material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20, Chapter 4, Article 3. FX d § 118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. jXX j1' w § 117(a) All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. M} 116(b) Site Constructed Doors, Windows and Skylights shall be caulked between the unit d and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). 116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1 -E. of the Standards. Manufactured fenestration products must be labeled for U -value according to NFRC procedures. i i JJ §1184e) Demising Waits in Nonresidential Buildings: The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R -11 between framing members. r i I I i EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -N Page 14 of 23 C. MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH -MM ECT NAME Shop Buildinq 'N'- Lake Elsinore Market Place I DATE 2R/2005 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies n§ 111 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 Piping, except that conveying fluids at temperatures between 60 and 105 degrees23P9, P Y 9 Pe 91 Fahrenheit, or within HVAC equipment, shall be Insulated in accordance with Standards Section 123. 124 Air handling duct systems shall be installed and insulated in compliance with Sections 601, 603 and 604 of the Uniform Mechanical Code. Controls 122(e) Each space conditioning system shall be installed with one of the following: 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 i schedules for weekdays and weekends; incorporate an automatic holiday "shut- off' feature that turns off all loads for at least 24 hours, then resumes the normally scheduled operation; and has 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 122(e)18 An occupancy sensor to control the operating period of the system; or X § 122(e)1C A "our timer that can be manually operated to control the operating period of the system. i § 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 X§ 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 davizes, 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 tims control device as described above. it 122(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. 122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. 112(b) Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heati pump alone. ErsergyPre 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -N Page 15 of 23 4 MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH -MM NAME Buildinfa 'N'- Lake Elsinore Market Place DATE 2/7/2005 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. y`X1 § 12.2(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. r§ 122(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. IAj § 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 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 I mechanical engineer, (2) the installing licensed C -20 mechanical contractor, or (3) the person with overall responsibility for the design of the ventilation system; or 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 i"1 §121(f)4 Another method approved by the Commission. Service Water Heating Systems 7' § 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. 113(b)3B Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. 113(b)3C Lavatories in restrooms of public facilities shall be equipped with one of the j following: Outlet devices that limit the flow of hot water to a maximum of 0.5 gallons per minute. i Foot actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. I Proximity sensor actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Sett - closing valves, and outlet devices that limit the flow of hot water to a maximum i of 2.5 gallons per minute, and 0.25 gallonsi'cycle (circulating system). r Self - closing valves, and outlet devices that limit the flow of hot water to a maximum I of 2.5 gallons per minute, and 0.50 gallonstcycle (non - circulating system). Self- closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.75 gallonsicycle (foot switches and proximity sensor controls). EnMyPro 3.1 By EnergySofr User Number. 1645 Job Number. 040907 -N Page 16 of 23 IHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY iPROJECT NAME DATE Shop Building 'N'- Lake Elsinore Market Place 2/7/2005 rYSTEM NAME FLOOR AREA Suite N1 (N)-4 Ton A/C 732 NGINEERING CHECKS IISYSTEM LOAD Number of S stems I Heating System Output per System 59,040 1 Total Output (Stuh) 59,040 Output (Btuhisgft) 80.71 ICoolina System Output per System 48,0D01+ Total Output (Btuh) 48,000,1'M Total Output (Tons) 4.0 Total Output (Btuh/sgft) 65.6' ! I Total Output (sgft/Ton) 183VO A System I CFM per System 1,600 11, Airflow (cfm) 1 Almow (CMSgtt) Airflow (cf n/Ton) Outside Air ( %) Outside Air (cfm/sgfQ Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS 22.0 of 59.0 of Outside Air 365 cfrn i 69.9 of y W 96.1 / 71.3 of 1 t i Outside Air . I 365 cfm 11 78.1 / 64.3 of Total Room Loads Return Vented Lighting Return Air Ducts i Return Fan VAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Alki, Shop Buildin 'N'- Lake Elsinore Market Place 2/7/2005 YSTEM NAME FLOOR AREA Suite N1 (S)-3 Ton A/C 594 Number of Systems I 1 Heating Svstem Output per System 59,2001i Total Output (Btuh) 59,200 Output (Btuhlsgft) 99.74 Cooling System Output per System 36,000 l Total Output (Btuh) 36,000 i Total Output (Tons) 3.0 Total Output (Btuhlsgft) 60.6`1 Total Output (sgft/Ton) 198.011 JAir system CFM per System 1,200 Airflow (cfm) P 1,200 Airflow (cfmisgft) 2.02 Airflow (cfm/Ton) 400.01 Outside Air i 24.8 Outside Air (cfmisgft) 0. 5045 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent CFM I Sensible 1,198 21,459 4,226 404 14,929 0 107 75 0 0 29 7,622 223 297 14,667 0 0 107 75 29,2961 4,4491 29 746 Carrier 48HJD004- A!C 29,336 5,724 59,200 Total Adjusted System Output 28,336 5,724 59,200AdjustedforPeakDesignCond'ftions) TIME OF SYSTEM PEAK Jul 3 pm Jan 12 am Note: values above given at ARI conditions 'F EATING SYSTEM PSYCHROMETRICS (Airstream Te 22.0 OF 58.1 0F . 106.0 °F Outside Air 297 cfm 69.9 OF 101.0 /72.60F I Outside Air 297 dm 76.1 / 65.1 °F Heating Col @J Supply Fan 1200 cfm 106.0 OF Supply Air Ducts 1059 °F ROOMS 70.0 OF k Return Air Ducts `i 82.3 / 67.2 °F . 58.5 /57.8 OF 58.5 ! 57.8 °F Cooling Coil 71T Supply Alr Ducts Supply Fan 58.6 / 57.9 of 1200 dm 56.5% R.H. ROOMS 76.0 / 65.0 OF Return Air Ducts EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -N Page. 18 of 23 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Shop Building 'N'- Lake Elsinore Market Place 2/7/2005 YSTEM NAME FLOOR AREA Suite N2-6 Ton A/C 1 334 NGINEERING CHECKS SYSTEM LOAD Number of Systems 9 1 Heating System Output per System 59,020',' Total Output (Btuh) 59,020 Output (Btuhlsgft) 44.21 Cooling System Output per System Total Output (Btuh) 12,000 72,0001 Total Output (Tons) 6.0 Total Output (Btuhlsgft) _ 548 Total Output (sgftlron) 222.3, Moir Cuctom Total Room Loads Return Vented Lighting Return Air Ducts ji Return Fan I Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD 22.0 of 0 Outside Air 667 cfm 69.9 9F r E d COIL COOLING PEAK CCOIL HTG. PEAK CFM IISensiblel LLatent II CFM II Sensible 40,821 5,684 2,207 28,477 0 204 142 0 0 667r 13,055 4,373 667 32,933 0 0 204 1 142 54,2861 10,0561 61 694 Carrier 48HJD007- A/C 58,803 12,278 59,020 i Total Adjusted System Output 58,803 12,278 59,020AdjustedforPeakDesignConditions) TIME OF SYSTEM PEAK Jul 5 pm 1 Jan 12 am KlUb (Airstream Tei 53.9 of 82.6 of Heating Coil 82.6 of O 4 S Supply Air Ducts Supply Fan 82 5 of 2000 am ROOMS 70.0 OF Return Air Ducts I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak s 97.1 / 71.5 of 84.4 / 66.9 of 55.9 / 55.0 of 55.9 / 55.0 of Supply Air Ducts Outside Air 667 dm Cooling Coil Supply Fan 56.0 / 55.0 of 2000cfm 47.1% R.H. ROOMS i 78.11 64.0 of 780 /63 9 OF Return Air Ducts ' EnemvPro 3.1 By EnwwSafl user Number. 1645 Job Number. 040907 -N Page: 19 of 23 54,2861 10,0561 61 694 Carrier 48HJD007- A/C 58,803 12,278 59,020 i Total Adjusted System Output 58,803 12,278 59,020AdjustedforPeakDesignConditions) TIME OF SYSTEM PEAK Jul 5 pm 1 Jan 12 am KlUb (Airstream Tei 53.9 of 82.6 of Heating Coil 82.6 of O 4 S Supply Air Ducts Supply Fan 82 5 of 2000 am ROOMS 70.0 OF Return Air Ducts I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak s 97.1 / 71.5 of 84.4 / 66.9 of 55.9 / 55.0 of 55.9 / 55.0 of Supply Air Ducts Outside Air 667 dm Cooling Coil Supply Fan 56.0 / 55.0 of 2000cfm 47.1% R.H. ROOMS i 78.11 64.0 of 780 /63 9 OF Return Air Ducts ' EnemvPro 3.1 By EnwwSafl user Number. 1645 Job Number. 040907 -N Page: 19 of 23 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Shop Building 'M- Lake Elsinore Market Place 2/7/2005 YSTEM NAME FLOOR AREA Suite N3 Front -5 Ton A/C 1,028 Number of Systems Heating System Output per System 59,0401 Total Output (Stuh) 59,040 Fo—utput (Btuh/sgft) 57.41! Cooling System Output per System 60,000 Total Output (Btuh) Total Output (Tons) 60,000 5.0r Total Output (Btuh/sgft) 58.4 a Total Output (sgft/Ton) I 205.611 Air System CFM per System 2,000,E Airflow (cfm) 2,000 Airflow (cfmisgft) 1.95 Airflow (cfmlTon) 400.0 1 Outside Air (%) n 25.7 ; i Outside Air (cfm/sgft) I Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRIC 22.0 of 57.( Outside Au 514 cfm I t 70.0 OF d OOLING SYS' 99.8 / 72.3 of i, i Outside Air 514 cfm 75.1/63.9 of I EneravPro 3.1 05ii Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensiblel Latent CFM I Sensible 44,2631 6 336 41 575 iCarrier 48HJD006- A/C 48,986 8,972 59,040 7.5 kW Supplemental Electric 0 Total Adjusted System Output ted 48,986 8,972 59,040 Adjus for Peak Design Cond ons) TIME OF SYSTEM PEAK Jul 4 pm Jan 12 am F 1 86.3 of 86.3 OF 7 Heating Coil Aux. Heat Coil Supply Fan 2000 cfm 863OF Supply Air Ducts 863OF ROOMS 70.0 of k Return Air Ducts `{ 81.4166.40F 57.7 /56.9OF 0 Supply Fa 2000 cfm User Number. 1645 Cooling Coil 57.7/569OF Supply Air Ducts Fan 57 7 / 57.0 of 55.2% R H. ROOMS 750/638OF K Return Air Ducts `S Job Number. 040907 -N of 23 VAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Shop Buildin 'N'- Lake Elsinore Market Place 2/7/2005 YSTEM NAME FLOOR AREA Suite N3 Rear -5 Ton A/C 1,027 NGINEERING CHECKS SYSTEM LOAD Number of Systems Heating System it Output per System 59,0401 Total Output (Btuh) i 59,040'i a Output (Btuhlsgft) 57.5 Cooling System Output per System 60,000, Total Output (Btuh) 60,0001 Total Output (Tons) 5.0 f Total Output (Btuh/sgft) 58.4 g Total OutputTotal Output (sgftrron)205.4'' Air System CFM per System i 2,000' Airflow (cfm) 2,0 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts i TOTAL SYSTEM LOAD A COIL HTG. PEAK CFM Sensible Airflow (cfm/sgft) 1.95 i Airflow (cfm/Ton) 400.0, 1, I Outside Air (6) 25.iv l I Outside Air (cfm/sgft) 0.50' i, f 0 Note: values above given at ARI conditions E COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM Sensible 1,283 22,328 5,031 655 10,988 0 112 55 0 0 514 13,724 1,358 514 25,376 0 0 112 55 36,2761 6 389 36 474 Carrier 48HJD006- A/C 48,744 9,156 7.5 kW Supplemental Electric Total Adjusted System Output 48,744 9,156AdjustedforPeakDesignconditions) TIME OF SYSTEM PEAK Jul 3 pm 59,040 0 59,040 Jan 12 am 22.0 of 57.7 of 86.3 of 86.39F 86.3 of O Supply Air Ducts Outside Air s 514 drn 86.3 of Heating Cot? Aux. Heat Coil Supply Fan 2000 cfm ROOMS 70.09F 70.0 of Retum Air Ducts I 101.0/72.60F Outside 514 cfm q 75.1164-2 of 81.7 / 66.7 of 58.1157.3 of Supply Fa 2000 cfm Cooling Coil 58.1157 3 of Supply Air Ducts Fan 58 1 / 57 4 OF 56.3% R H. ROOMS 750/641OF h Return Air Ducts `i I EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -N Page 21 of 23 1 IHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Shop Buildin 'N'- Lake Elsinore Market Place 2/7/2005 IWYSTEM NAME FLOOR AREA Suite N4 -5 Ton A/C 1,198 Number of Systems 1; Heating System P i Output per System Total Output (Btuh) 59,0401i 59,040 Output (Btuh/sgft) 49.3;1 Cooling System I tp ut per System j 60,0001 tal Output (Btuh) 60,00011ffIgEg V1Gl VY\JY \,/Vl/ir Total Output (Btuhrsgft) Total Output (sgftrTon) A,Air System CFM per System Airflow (cfm) Airflow (cfm/sgft) a Airflow (cfmrTon) W' Outside Air ('/L) Outside Air (cfmisgft) Note: values above Qiven at ARi conditions vlE l 50 1p 239.6 91 I Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts I TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent I I CFM I Sensible 46,8731 6,229 47,1171 uw; D Vii' `Carrier 48HJD006 A/C 49,286 9,421 59,040 I 7.5 kW Supplemental Electric 0 1.67,11' 1 30U1 Total Adjusted System Output 49,286 9,421 59,040 rtl (Adjuster for Peak Design Conditions) 0. 501f i TIME OF SYSTEM PEAK Jul 4 pm Jan 12 am 22.0 of 55.6 of 84.3 of 84.3 of 84.3 of Supply Air Ducts Outside Air I 599 dm 84 2 of Heating Coil Aux. Heat Coil Supply Fan 2000 cfm ROOMS 70.0 of 70.0 OF Return Air Ducts 1 T1 i 99.8172.30F out 599 cfm c 75.1 / 64.4 of 82.5 / 67.1oF 58.6 / 57.8 of Cooling Coil Supply Fa 2000 cfm 58.6 / 57.8 of Supply Air Ducts Fan 586/57.9OF 57.3% R.H. ROOMS 75.0 / 64 4 of K Return Air Ducts 11 c EnerovPvo 3.7 By EnemvSoft User Number: 1645 Job Number. 040907 -N Pane:22 of 23 1 VAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Shop Building 'N'- Lake Elsinore Market Place PSTEM NAME I Suite N5-6 Ton A/C NGINEERING CHECKS SYSTEM LOAD k I Number of Systems I( Heating System 2,000;'i Output per System 59,02011 Total Output (Btuh) 59,020t' d Output (Btuh/sgft) g 45.81 iCooling System Output per System 72,000 Total Output (Btuh) 72,0W ,I Total Output (Tons) A 6.0 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts a Total Output (Btuhlsgft) 55.8! TOTAL SYSTEM LOAD Total Output in ftfronl I 9t5n.it Air System I( CFM per System 2,000;'i Airflow (cfm) I 2,000 Airflow (cfmisgft) 1.55 1 Airflow (cf nfTon) 333.3 Outside Air ( %) 32.2. t Outside Air (cfmtsgft) 0.5011 Note: values above given at ARI conditions DATE 2/7/2005 FLOOR AREA 1.290 COIL COOLING PEAK IICOILHTG.PEAK CFM ISensiblel Latent CFM I Sensible 62 554 4 592 1 70,4021 Carrier 48HJD007- A/C 64,531 4,024 59,020 Total Adjusted System Output 64,531 4,024 59,020AdjustedforPeakDesignConditions) TIME OF SYSTEM PEAK Oct 3 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0 of 54.5 of 83.10F 83.1 of N O Supply Air Ducts Outside Air 645 cJirl Heating Coil Supply Fan 83 0 of 2000 cfm ROOMS 70.0 of 69.9 OF I Return Air Ducts `S DOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 94.0 / 66.7 of I Outside Air 645 cfrn 78.1161.8 of 83.2 / 63.6 of 51.9150.8 of 51.9 / 50 8 of S t A. D t Cooling Cosh upp y Ir uc s Supply Fan 52 0 / 50.9 OF 2000 cJm 40 3% R H. ROOMS 78 0 / 61.8 OF Return Air Ducts ' EnerayPro 3.1 By EnemySoft User Number. 1645 Job Number. 040907 -N Page 23 of 23 1 I TITLE 24 REPORT Title 24 Report for: Shop Building 'Q'- Lake Elsinore Market Place SWC Central Avenue and Cambern Ave. Lake Elsinore, Ca Project Designer: MCG Architecture 105 East Colorado Blvd., Suite 400 Pasadena, Ca 91106 626 - 793 -9119 APpPOVED Report Prepared BV' FOR PE -'r• -I T IS- SUANCE r Orr F ASSOCIATES, INC. Krishna C. Kum&r P.E. DATE a Guthrie and AssogateS .-PQ. have been rcvievled for adherence tot le 370 S. Crenshaw Blvd. SuitheEc1g04 and ordinance. Authorization is a . A, granted to issue a building permit pendi ig Torrance, CA 90, 011 by all applicable City agencies. 310) 787 -7825 The issuance or granting of a permit based n approval of these pl,.r s sho ll not be construed to permit or approve anV r.cllat:on of the applicable codes or ordnance. P!(- hermit presumed to g ve authority to violate or cancel the provisions of such codes shall be valid. Job Number: 040907 -Q Date: 2/7/2005 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 2001 Building Energy Efficiency Standards. I This program developed by EnergySoft, LLC (415) 883 -5900. EnergyPro 3.1 By EnergySeft Job Number. 040907 -Q User Number 1645 i i i TABLE OF CONTENTS Cover Page Table of Contents Nonresidential Performance Title 24 Forms Form ENV -MM Envelope Mandatory Measures Form MECH -MM Mechanical Mandatory Measures HVAC System Heating and Cooling Loads Summary 9 1 2 3 14 15 17 I EnemvPro 3.1 By EnervvSoft Job Number 040907 -0 User Number 1645 1 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PERF -1 ROJECT NAME DATE Shop Building 'Q'- Lake Elsinore Market Place 2/7/2005 ROJECT ADDRESS SWC Central Avenue and Cambem Ave. Lake Elsinore RINCIPAL DESIGNER - ENVELOPE TELEPHONE Budding Permit # MCG Architecture 626- 793 -9119 OCUMENTATION AUTHOR TELEPHONE Checked by /Date Guthrie and Associates Inc. (310) 787 -7825 Enforcement AgencvUse GENERAL INFORMATION This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and GATE OF PLANS BUILDING CONDITIONED FLOOR AREA 11,005 sy.Fti CLIMATE ZONE 10 BUILDING TYPE NONRESIDENTIAL ' HIGH RISE RESIDENTIAL HOTEL/MOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION ADDITION Ej ALTERATION ExISTING + ADDITION 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 State Building Code. This certificate applies only t a Building u ' g the pe ance compliance approach. DOCUMENTATION AUTHOR S G E D E Krishna C. Kumar RE-- The Principal Designers hereby certify that the proposed building design resspted in the construction documents and modelled Ifor this permit application are consistent with all other forms and worksheets, specifications, and other calculations submitted with this permit application. The proposed building as designed meets the energy efficiency requirements of the State Building Code, Title 124, Part 6. EN Y. LTG. ME H. 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to n this document as the person responsible for its preparation, and that I am licensed as a civil engineer, mechanical engineer, electrical engineer or architect. i I r" 2. 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. i 3. 1 affirm that 1 am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pusuant to Business and Professions Code Sections 5537, 5538, and 6737.1. (These sections of the Business and Professions Code ae printed in full in the Nonresidential Manual,) ENVELOPE COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures 77 ENV -1RequiredForms PRINCIPAL ENVELOPE DESIGNER - NAME SIGNATURE LIC. NO. DATE i MCG Architecture LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures Lighting Compliance Not In The Scope Of T-n Is-Submitt Requir Fo PRINCIPAL LIGHTING DESIGNER - NAME LI . NO. DATE MECHANICAL COMPLIANCE i Indicate location on plans of Note Block for Mandatory Measures i - quired Forms MEC 1 MECH -2 MECH -3 PRINCfPAt MECHANICAL DESIGNER -NAME NA RE LIC.22 DATIf Guthrie and Associates Inc. M 12-17 r U11 UV 11 11111g. VL/ V YI V 1 / OL EnwgyPro 3.1 By EnemySoR User Number. 1645 Job Number 040907 -0 Page.3 of 23 4 41 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 PERF -1 Shop Building DATE ' Q'- Lake Elsinore Market Place 2/7/2005 ANNUAL SOURCE ENERGY USE SUMMARY kBtu /s ft- r Standard Proposed Compliance ENERGY COMPONENT Design Design Margin in sw+dam Proposed Space Heating 2.29 1 2.6 -0-321 I Space Cooling 48.20 43.64 4.55 Indoor Fans 2L64 I 24.78 -3.13 I Heat Rejection 0.00 1 0.00 0.00 Pumps & Misc. 0.00 i 0.00 0.00 fi Domestic Hot Water 2L29 20.64 0.65 II Lighting 58.91 58.91 0.00 Receptacle 16.93 16.93 0.00 Process 0.001 0.00 0.00 0 10 20 30 40 50 TOTALS: 169.26 167.51 1.75 ke WW -yr Percent better than Standard: 1.0% ( 1.0% excluding process) BUILDING COMPLIES GENERAL INFORMATION Building Orientation (West) 270 d Conditioned Floor Area 11,005 sgft Number of Stories 1 Unconditioned Floor Area 0 sgft i Number of Systems 8 Conditioned Footprint Area 11,005 sgft. j I Number of Zones 7 i 111 j Orientation Gross Area Glazlna Area Glazing Ratio t Front Elevation (West 3,306 sgfL 1,160 sgfL 35.1% Left Elevation (North)' 1,211 sgfL 80 sgtL 6.6% Rear Elevation East 3,135 sett 190 W. 6.1°% 1 Right Elevation (South) 1,381 sgft 300 sett. 21.7% Total 9,033 sett. 1,730 sgfL j Roof '' 11 005 sgfL E=sgfL o o°% Standard Proposed LEEDTM Energy & Atmo sphere Credit Lighting Power Density I 2.0WwsgfL 2.000 w/sgfL Savings vs. Title 24 1.15% Prescriptive Env. Heat Loss 2,078 etufit 3.160 earn Energy Performance Credit2 o Points Prescriptive Env. Heat Gain 'l, 232,889,swrh -F 312,657 Blum i r 1. excludes process and receptacle 2 see LEED table 8c or 84 1 Remarks: I I Run Initiation Time: 02107 105 09:53:41 Run Code: 1107798821 EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -Q Page 4 of 23 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 of 3 PERF -1 ROJECT NAME DATE Shop Building 'Q'- Lake Elsinore Market Place I 2/7/2005 F`rr:lal EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST I The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special lustificatior and documentation submitted. I Plan I Field The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant Outhorized Signature or Stamp I EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number 040907 -Q Page 5 of 23 1 System Name Zone Name Occupancy Type Floor Area sgft ) Inst. LPD W /sf)1 Port. LPD W /sf)t Ctrl. Credits W/S 2 Tailored Proc. I Loads W /st) LPD W /sf) 3 Suite Q1 (Left)-(2 )5 Ton A/C Suite 01 (Left) Retail/Wholesale Sales 2,500 2.000 Suite 01 (R' ht)-5 Ton AIC I Suite 01 (Right) Retail/Wholesale Sales 1,503 2.000 Suite 02-6 Ton A/C Suite 02 Retail/Wholesale Sales 1,812 2.000 Suite 034 Ton AfC Suite 03 Reta!YWholesale Sates 1,304 2.000 Suite 04-3 Ton A/C Suite 04 Retail/Wholesale Sales 1,000 2 000 Suite 05.4 Ton A/C Suite 05 Retail/Wholesale Sales 1,320 2 000 Suite 06.6 Ton A11C Suite 06 RetaiVWholesale Sales 1,566 2.000 Notes: 1. See LTG-1 (ftms marked mft. h asterisk, see LTG -2 by others) 2. See LTG-3 3. See LTG4 Items above require special documentation EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST I The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special lustificatior and documentation submitted. I Plan I Field The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant Outhorized Signature or Stamp I EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number 040907 -Q Page 5 of 23 1 4 ENVELOPE COMPLIANCE SUMMARY Performance ENV -1 DATE Buildinq 'Q'- Lake Elsinore Market Place 2/7/2005 rce Surface Type Framing Type Area IU-Fac.lAzm. Act. Solar Gains Tilt YIN Form 3 Reference Location I Comments 1 Wall ood 316 0.091 315 90 IXII uite Q1 Left I R -11 Frame Wall Suite Q1 Left 2 Wall Wood 600 0.091 0 90 X11 Window I R -11 Frame Wall Suite Q1 Left 3 Wall Wood 85 0.091 180 90 X11 1.190 I R -11 Frame Wall Suite Q1 Left 4 Wall Wood 268 0.091 270 90 XII 270 I R -11 Frame Wall Suite Q1 Left 5 Wall Wood 727 0.091 90 90 XII Sin le Clear Glass I R -11 Frame Wall Suite 01 Left 6 Door None 21 0.581 90 90 X11 8 I Hollow Metal Door Suite Q1 Left 7 Roof Wood 2.500 0.041 1 180 0 x I I R -19 Roof /Acoustic Ceiling Suite Q1 Left 8 JWall Wood 119 0.091 0 90 XAI I R -11 Frame Wall Suite Q1 (Right) 9 all MLcTd 119 0.088 0 90 160 0.83 I R -11 Demising Wall Suite Q1 (Right) 10 jWall Wood 119 0.088 90 90 X11 I R -11 Demtsing Wall Suite 01 (Right) 11 alt Wood 266 0.091 270 90 X11 I R -11 Frame Wall Suite Q1 (Right) 12 all Woad 336 0.091 90 90 X I R -11 Frame Wall Suite Q1 (Right) 13 Door None 21 0.581 90 90 XII I Hollow Metal Door Suite 01 (Right) 14 tRoof Wood 1,5W 1 0.041 180 0 XII I R -19 Roof/Acoustic Ceiling Suite Q1 (Right) 15 Wall Wood 333 1 0.091 270 90 1XII Dist, Len. I R -11 Frame Wall Suite 02 16 Wall Wood 207 0.091 90 90 IX R -11 Frame Wall Suite Q2 17 Door None 21 0.581 90 90 XII I Hollow Metal Door Suite Q2 18 Wall ood 85 0.091 1 0 90 R -11 Frame Wall Suite Q2 19 Wall Wood 123 0.088 1 180 1 90 XII I R -11 Demising Wall Suite Q2 20 Wall Wood 368 0.088 1 90 1 90 XJU R -11 Demising Wall Suite Q2 FENESTRATION SURFACES Site Assembled Glazing ® Check box if Building is >= 100,000 sgft of CFA and >= 10,000 sqn vertical giazing tnen Nt-KU certmcation is reguirea. Fnitrn tJFRr. inrLRR Pmrrrrnroc anri cnhmit tJFRr i ahel rPrtifirafe Form Type Area U -Fac. Act. Azm. SHGC Glazing Type Location I Comments 1 indo v 160 1.190 315 0.83 Sin le Clear Glass uite Q1 Left 2 indaw 80 1.190 0 0.83 Sin le Clear Glass uite Q1 Left 3 Window 140 1.190 270 0.83 Sin le Clear Glass uite Q1 Left 4 indaw 210 1.190 270 0.83 Single Clear Glass uite Q1 Ri ht 5 Window 140 1.190 270 0.83 Single Clear Glass uite 02 6 Window 120 1.190 270 0.83 Sin le Clear Glass uite Q3 7 Window 110 1.190 270 0.83 Sin le Clear Glass uite Q4 8 Window 160 1.190 270 0.83 Sin le Clear Glass uite Q5 9 Window 120 1.190 270 0.83 Sin le Clear Glass uite 06 10 Wmdcnv 1 190 1.190 90 0.83 Single Clear Glass Suite Q6 11 Windaw 1 300 1.190 160 0.83 Single Clear Glass Suite Q6 I EXTERIOR SHADING Exterior Shade Type ISHGCIHqt. Window Wd. Overhang Left Fin Right Fin Len. H t, LE xt.RE Dist. t. Dist, Len. 1 11 None 0.76 10.0 16.0 4.0 0.1 4.0 4.0 2 None 0.76 10.0 8.0 4.0 0.1 4.0 4.0 3 None 0.76 10.0 14.0 1 4.0 0.1 4.0 4.0 4 None 0.76 10.0 21.0 1 4.0 0.1 4.0 4.0 5 1 None 0.76 10.0 14.0 1 4.0 0.1 4.0 4.0 6 None 0.76 10.0 12.0 4.0 0.1 4.0 4.0 7 None 0.76 10.0 11.0 4.0 0.1 4.0 4.0 8 None 0.76 10.0 16.0 4.0 0.1 4.0 4.0 9 None 0.76 10.0 12.0 4.0 0.1 4.0 4.0 10 None 0.76 10.0 19.0 4.0 0.1 4.0 4.0 11 None 0.76 10.0 30.0 4.0 0.1 4.0 4.0 Run Initiation Time; 02107105 09*53:41 Run Code: ErtergyPro 3.1 By EnergySofr User Number. 1645 Job Number. 040907 -Q Page 6 of 23 ENVELOPE COMPLIANCE SUMMARY Performance ENV -1 ShoD Buildin 'Q'- Lake Elsinore Market Place DATE fa 2/7/2005 t 1= elIGffAnGQ Surface Type FramingIType Area U -Fac. Act. Azm. Solar Gains Tilt Y/N Form 3 Reference Location / Comments 21 Roof NVood 11,812 0.041 180 0 X11 I R -19 Roof /Acoustic Ceiling Suite Q2 22 Wall ood 248 0.091 270 9O R -11 Frame Wall Suite Q3 23 all ood 85 0.091 180 90 R -11 Frame Wall Suite Q3 24 all oad 123 0.088 0 90 R -11 Demising Wall Suite 03 25 all Wood 172 0.091 90 90 I R -11 Frame Wall Suite Q3 26 Door None 1 21 0.581 90 90 XII I Hollow Metal Door Suite 03 27 Roof and 1,304 1 0.041 180 0 x1l I R -19 Roof/Acoustic Ceiling Suite Q3 28 all Wood 162 0.091 270 90 x1l I R -11 Frame Wall Suite 04 29 all Wood 09 90 90 R -11 Frame Wall Suite Q4 Norte 1 90 90 X II Hollow Metal Door Suite Q4 ood a251 1 1 180 0 R -19 Roof/Acoustic Ceilin Suite Q4 32 Wall ood 1 270 90 R -11 Frame Wall Suite Q5 33 Wall ood 091 90 90 I x I I R -11 Frame Wall Suite Q5 34 Door None 21 0.581 90 90 1xI I Hollow Metal Door Suite Q5 35 Roof Wood 1,320 O- 41 180 0 Jx I I R -19 Roof /Acoustic Ceiling Suite Q5 36 Roof Wood 1,566 0-041 180 0 I xI I R -19 Roof/Acoustic Ceiling Suite Q6 37 Wall Wood 339 0.091 1 270 90 XI R -11 Frame Wall Suite Q6 38 Wall Wood 286 0.091 90 9 XI R -11 Frame Wall Suite Q6 39 Wall Wood 1 85 0.091 1 0 90 R -11 Frame Wall Suite 06 40 Wall WWood 1788 1 0.091 180 90 X I R -11 Frame Wall Suite Q6 FENESTRATION SURFACES Site Assembled Glazing Check box if Building is >= 100,000 sqft of CFA and >= 10,000 sqft vertical glazing then NFRC Certification is required Fnlfnw NFRr 1rdi RR Pmrpdures and submit NFRC Lahel Certiffrate Form. Type Area U -Fac. Act. Azm. SHGC Glazing Type Location / Comments I EXTERIOR SHADING Exterior Shade Tye SHGC Window Hgt. Wd. Overhang l Left Fin Right Fin Len. Hgt. LExt.RE I Dist Hgt. Dist—Len. H Run Initiation Tia3e; 02107/05 09:53*41 Run Codee 1107798821 EneWPro 3.1 By EnergySoft User Number: 1645 Job Number. 040907 -0 Page 7 of 23 CERTIFICATE OF COMPLIANCE Performance MECH-1 PROJECT NAME Shop Building 'Q'- Lake Elsinore Market P SYSTEM FEATURES SYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT /COOL? HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION I OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN OA CFM MECH3 COLUMN I HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? HEATING DUCT LOCATION R -VALUE COOLING DUCT LOCATION R -VALUE VERIFIED SEALED DUCTS IN CEILING /ROOF SPACE DATE 2/7/2005 MECHANICAL SYSTEMS DHW Heater I Suite Q1(Left )-(2)5 Ton A/C Suite Q1(Right) -5 Ton A/C n/a n/a n1a n/a n/a n/a n/a n/a n/a n/a n/a n1a n/a Electric Res 99% n/a n/a Chronomite Instant WH Yes n/a Programmable Switch Heating & Cooling Required n/a n/a n/a Constant Volume No No Constant Temp Constant Temp n/a Air Balance Gravity No Economizer 625 cfm Gas Furnace 80% AFUE Packaged DX 13.0 SEER / 11.0 EER Carrier 48HJD006- A/C Yes No Duds in Attic 42 Ducts in Attic 4.2 No Programmable Switch Heating & Cooling Required n/a n/a n/a Constant Volume No No Constant Temp Constant Temp n/a Air Balance Gravity No Economizer 380 cfm Gas Furnace 80% AFUE Packaged DX 13.0 SEER / 11.0 EER Carrier 48HJD006- A/C Yes No Duds in Attic 42 Ducts in Attic 42 No CODE TABLES: Enter code from table below into columns above. NOTE TO FIELD HEAT PUMP THERMOSTAT? TIME CONTROL I SETBACK CTRL ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S: Prog. Switch H: Heating Enter Number of I: Inlet Vanes O: Occupancy C: Cooling Isolation Zones. P: Variable Pitch VAV MINIMUM POSITION CONTROL? Sensor B: Both V: VFD SIMULTANEOUS HEAT ICOOL? Y: Yes M: Manual Timer O: Other C: Curve N: No HEAT AND COOL SUPPLY RESET? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HIGH EFFICIENCY? B: Air Balance A: Auto A: Air Enter Outdoor Air C: Outside Air Cert. G: Gravity Water CFM. PIPE INSULATION REQUIRED? I.A: Out. Air Measure N: Not Required Note: This shall be no PIPE/DUCT INSULATION PROTECTED? Demand Control EC: Economizer less than Col. H onID: N: Natural Control See Section MECH -3. SEALED DUCTS IN CEILING/ROOF SPACE 744Lfa13 I EneravPro 3.1 By EnerQVSoft User Number. 1645 Job Number. 040907 -0 Page 8 of 23 1 An qP CERTIFICATE OF COMPLIANCE Performance MECH -1 PROJECT NAME DATE i Shop Building 'Q'- Lake Elsinore Market Place 2/7/2005 SYSTEM FEATURES ISYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT /COOL? HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN OA CFM MECH -3 COLUMN t HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? HEATING DUCT LOCATION I R -VALUE COOLING DUCT LOCATION R -VALUE VERIFIED SEALED DUCTS IN CEILINGIROOF SPACE MECHANICAL SYSTEMS Suite Q2 -6 Ton A/C I Suite 03-4 Ton A/C I I Suite Q4 -3 Ton A/C Programmable Switch Heating & Cooling Requi red n/a n/a n/a Constant Volume No No Constant Temp Constant Temp n/a Air Balance Gravity No Economizer 456 cfm Gas Furnace 80% AFUE Packaged DX 11.0 EER Carrier 48HJD007- A/C Yes No Ducts in Attic 4.2 Ducts in Attic 4.2 No Programmable Switch Heating & Cooling Required n/a n/a n/a Constant Volume No No Constant Temp Constant Temp n/a Air Balance Gravity No Economizer 326 cfm Gas Furnace 80% AFUE Packaged DX 13.0 SEER / 9.2 EER Carrier 48HJD005- A/C Yes No Ducts in Attic 4.2 Ducts in Attic 4.2 No Programmable Switch Heating & Cooling Require n/a n/a n/a Constant Volume No No Constant Temp Constant Temp n/a Air Balance Gravity No Economizer 250 cfm Gas Furnace 80% AFUE Packaged DX 13 0 SEER / 10.0 EER Carrier 48HJD004- A/C Yes No Ducts in Attic 4 2 Ducts in Attic 4.2 No CODE TABLES: Enter code tram table below into columns above. NOTE TO FIELD HEAT PUMP THERMOSTAT? TIME CONTROL I SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S: Prog. Switch H: Heating Enter Number of I: Inlet Vanes O: Occupancy C: Cooling Isolation Zones. P: Variable Pitch VAV MINIMUM POSITION CONTROL? pp Sensor B: Both V: VFD SIMULTANEOUS HEAT! COOL? Y: Yes 11 M: Manual Timer O: Other C: Curve N: NO' HEAT AND COOL SUPPLY RESET? i'B: 1 VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HIGH EFFICIENCY? Air Balance A: Auto A: Air Enter Outdoor AiriC: Outside Air CerL G: Gravity W: Water CFM. PIPE INSULATION REQUIRED? M: Out Air Measure N: Not Required Note: This shall be no PIPEIDUCT INSULATION PROTECTED? D: Demand Control EC: Economizer less than Col. H on N: Natural Control See Section MECH -3. SEALED DUCTS IN CEILINGlROOF SPACE 144e3 InTF4 Tn FIFt n _ Fnr Rnilriinn riP_nArtrnPnt ticp nnly Run initiation Time: UZ/U7 105 09:53:41 Run Goue: 990779SSZ9 EnemyPro 3.1 by EneWSOft User Number: 1645 Job Number. 040907 -Q Page.9 of 23 C CERTIFICATE OF COMPLIANCE Performance MECH -1 PROJECT NAME Building 'Q'- Lake Elsinore Market Place SYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT /COOL? HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN OJL CFM MECH3 COLUMN I HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? HEATING DUCT LOCATION R -VALUE COOLING DUCT LOCATION R -VALUE VERIFIED SEALED DUCTS IN CEILINGIROOF SPACE MECHANICAL SYSTEMS Suite 05-4 Ton A/C Suite 06-6 Ton A/ /C Programmable Switch Heabng & Cooling Requi red n/a n/a n/a Constant Volume No No Constant Temp Constant Temp n/a Air Balance Gravity No Economizer 330 cfm Gas Furnace 80% AFUE Packaged DX 13.0 SEER / 9.2 EER Carrier 48HJD005- A/C Yes No Ducts in Attic 4.21DudsinAttic421 No Programmable Switch Heating & Cooling Required n/a n/a n/a Constant Volume No No Constant Temp Constant Temp Na Air Balance Auto No Economizer 395 cfm Gas Furnace 80% AFUE Packaged DX 11.0 EER Carrier 48HJD007- A/C Yes Yes Ducts in Attic 4.2 Duds in Attic 4.2 No DATE 2/7/2005 NOTE TO FIELD CODE TABLES: Enter code from table below into columns above. HEAT PUMP THERMOSTAT? TIME CONTROL I SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S: Prog. Switch H: Heating Enter Number of I: Inlet Vanes Occupancy C: Cooling Isolation Zones. P: Variable Pitch VAV MINIMUM POSITION CONTROL? 0: Sensor B. Both V: VFD SIMULTANEOUS HEAT / COOL? Y: Yes M: Manual Timer O: Other C: Curve N: No HEAT AND COOL SUPPLY RESET? VENTILATION JOUTDOORDAMPERI ECONOMIZER I O.A. CFM PIPE INSULATION REQUIRED? PIPE/DUCT INSULATION PROTECTED? SEALED DUCTS IN CEILING/ROOF SPAT C: Outside Air Cart G: Gravity M: Out Air Measure D: Demand Control N: Natural Water CFM. Not Required Note: This shall be no Economizer less than Col. H on ntrol See Section MECH -3. I EnemvPro 3.1 BY EnemySoft User Number: 1645 Job Number. 040907 -Q Page 10 of 23 1 CENTRAL SYSTEM FAN SUMMARY MECHANICAL EQUIPMENT SUMMARY Part 1 of 2 MECH -2 PROJECT NAME Shop Building 'Q`- Lake Elsinore Market Place DATE 2/7/2005 HILLER AND TOWER SUMMARY i I System Name Fan Tape Motor Location CFM Efficiency Tons PUMPS CFM BHP Equipment Name Equipment Type Qty. Tot Qty GPM BHP Motor Eff. Drive Eff. Pump Control V 2,000 0.70 77.0%,100.0%1 none Carrier 48HJD005- A/C Constant Volume ' !Draw -Through 1,600 0.33 77.0 ° 1000% none Carrier 48HJD004 A/C 1Constant Volume Draw- Through 1,200 f 770% 1000% none H t 1 i 1QHW I BOILER SUMMARY Energy Factor or Recovery Efficiency Standby Loss or Pilot TANKINSUL. System Name System Type Distribution Type Q Rated Input (Gals.) Vol. Ext R -Val. Chronomite Instant WH Instant Elec Pipe insulation 9 10,329 0 0.96 n/a n/a 1 CENTRAL SYSTEM RATINGS HEATING COOLING System Name System Type F Aux. Qty. I Outaut. i kW Eff. Output Sensible Efficiency Economizer Type Carrier 48HJD006- A/C Packaged DX 3 59,040 7.5 80 %AFUEJ 60,000 45,60013 0 SEER / 11.0 EER No Economizer Carrier 48HJD007- A/C Packaged DX 2 59,020 0.0 80 %AFUE 72,000 50,50011.0 EER No Economizer Carrier 48HJD005- A/C Packaged DX f 21 59,040 3.7 80 %AFUE 48,000 37,90 13.0 SEER / 9.2 EER No Economizer jjppCamer 48HJD004- A/C Packaged DX 1 59,200 0.0,80 AFUE 36,000 28,30 13.0 SEER / 10 0 EER No Economizer f I I CENTRAL SYSTEM FAN SUMMARY I FAN i I System Name Fan Tape Motor Location CFM BHP Motor Eff. Drive Eff. CFM BHP Motor Eff. Drive Eff. Carrier 48HJD006- A/C I Constant Volume ° Oraw -Through 2,000 0.70 77.0% 97.0% none Carrier 48HJD007- A/C ,i Canstani Volume :Draw Through 2,000 0.70 77.0%,100.0%1 none Carrier 48HJD005- A/C Constant Volume ' !Draw -Through 1,600 0.33 77.0 ° 1000% none Carrier 48HJD004 A/C 1Constant Volume Draw- Through 1,200 0.33 770% 1000% none H t 1 i f ti M a. EeergyPro 3.1 By EnergySon User Number. 1645 Job Number. 040907 -Q Page, 11 of 23 MECHANICAL EQUIPMENT SUMMARY Part 2 of 2 MECH -2 IPROJECTNAME^ ... . .. - I _.....,._ DATE ,., I VAV TERMINAL BOX Room Name TERMINAL FAN BHP BASEBOARD Room Name S tem jype Oty. Min. CFM Ratio Reheat Coil CFM BHP Motor Eff. Drive Eff. Type OutputTypeDeltaT EXHAUST F. I EnemyPro 3.1 By EnergySotl User Number. 1645 Job Number. 040907 -0 Page. 12 0123 1 Room Name CFM BHP Motor Drive Eff. Eff. Room Name Qty. CFM BHP Motor Eff. Drive Eff. I EnemyPro 3.1 By EnergySotl User Number. 1645 Job Number. 040907 -0 Page. 12 0123 1 MECHANICAL VENTILATION MECH -3 ROJECT NAME Shop Bui MECHANICAL VENTILA' 0 ZONE/SYSTEM Wite 01 (Left) Suite Q1(Left)-(2)5 Ton A/C iuite 01 (Right) Suite Qt(Right )-5 Ton A/C iuite Q2 Suite 02-6 Ton A/C suite 03 Suite Q3-4 Ton AJC iuite Q4 Suite 04-3 Ton A/C quite 05 Suite 05-4 Ton AfC uite 06 Suite 06.6 Ton AHC Lake Elsinore Market Place a a o o a o AREA BASIS COND. MIN. AREA CFM CFM SF) PER SF I (B x C) 1 1 1 OCCUPANCY BASIS REQ'D O.A. MAX OF D OR G) NO. OF PEOPL9 I CFM PER PERSON MIN. CFM ExF) 625 Total 625 376 Total 376 453 Totall 453 326 Total 326 250 Totall 250 330 Total 330 392 Totall 392 DATE 2!7/2005 i • MIN C Minimum Ventilation Rate per Section 121, Table 1 -F. E Based on Expected Number of Occupants or at least 50% of Chapter 101997 UBC Occupant Density. I Must be greater than or equal to H, or use Transfer Air. Design Outdoor Air includes ventilation from Supply Air System & Room Exhaust K Must be greater than or equal to (H minus 1), and, for VAV, greater than or equal to (H -J). I EnergyPro 3.1 By EnergySofi User Number. 1645 Job Number: 040907 -Q Page 13 of 23 1 4 is ENVELOPE MANDATORY MEASURES ENV -MM NAME ShOD BUIIdina 'Q'- Lake Elsinore Market Place IDATE 2/7/2005 DESCRIPTION Designer Enforcement X§I18(a) Installed insulating Material shall have been certified by the manufacturer to comply a with the California Quality Standards for insulating material, Title 20, Chapter 4, Article 3. iX.: § 118(,) All insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. a 1l § 117(a) All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. I§ 116(b) Site Constructed Doors, Wndows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). 4 y ( § 116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1 -E. of the Standards. Manufactured fenestration products must be labeled for U -value according to NFRC procedures. X §118(s) Demising Waits in Nonresidential Buildings: A The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R -11 between framing members. i i i i Ii i I ErtergyPro 3.1 By ErmMySoft User Number: 1645 Job Number 040907 -0 Page 14 of 23 is MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH -MM ROJECT NAME DATE Shon Buildina 'Q'- Lake Elsinore Market Place I 217/2005 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies 111 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. 124 Air handling duct systems shall be installed and insulated in compliance with Sections 601, 603 and 604 of the Uniform Mechanical Code. Controls 122(e) Each space conditioning system shall be installed with one of the following: x§ 122(e)1A Each space conditioning system serving building types such as offices and 1 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 1 schedules for weekdays and weekends; incorporate an automatic holiday "shut- off" feature that turns off all loads for at least 24 hours, then resumes the normally scheduled operation; and has program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted; tl or 122(e)1B An occupancy sensor to control the operating period of the system; or 122(e)1C 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 and/or a setup cooling thermostat setpoint i X § i22(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 j 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. X § 122(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 I minimum. X `l § 122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. 112(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. E..MyPro 3.1 By E..MySfi User Number 1645 Job Number 040907 -0 Page: 15 of 23 MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH -MM NAME Shop Buildinq 'Q'- Lake Elsinore Market Place IDATE 2/7/2005 Description Designer Enforcement Ventilation 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. X§ 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. uX § 122(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 i 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 licensed C -20 mechanical contractor, or (3) the person with overall responsibility for the design of the ventilation system; or 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 I X, §121(f)4 Another method approved by the Commission. t 1 Service Water Heating Systems I r § 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. 113(b)3B lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. I i- 113(b)3C lavatories in restrooms of public facilities shall be equipped with one of the following: l Outlet devices that limit the flow of hot water to a maximum of 0.5 gallons per minute. Foot actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. I Proximity sensor actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. i Setf- closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.25 gallonsicycle (circulating system). Self - closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.50 gallons/cycle (non- irculating system). Self- closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.75 gallonsicycle (foot switches and proximity sensor controls). EneMyPm 3.1 By EnergySO User Number. 1645 Job Number. 040907 -Q Page:16 of 23 iVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Shop Building 'Q'- Lake Elsinore Market Place 2/7/2005 YSTEM NAME FLOOR AREA Suite Q1 (Left)-(2)5 Ton A/C 2 500 Total Output (Btuh) 120,000' Total Output (Torts) 10.0 i Total Output (Btuh/sgft) 48.0 Total Output (sgft/Ton) 250.0 JAir System I CFM per System I Airflow (cfrn) Airflow (cfmisgft) Airflow (cfmrTon) I Outside Air (%) j Outside Air (cfm/sgft) J Note: values above giver R i Total Room Loads Return Vented Lighting I Return Air Ducts Return Fan M Ventilation I Supply Fan I Supply Air Ducts I TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent I I CFM I Sensible 85,032 12,958 75 569 i c,wu 4,000 I I Carrier 48HJD006- A/C 97,792 15,610 118,080 11 7.5 kW Supplemental Electric 0 1.60"i I 400.0', I j Total Adjusted System Output 15.6 (Adjusted for Peak Design Conditions) 97,792 15,610 118,080 0.25 w TIME OF SYSTEM PEAK Jul 4 pm Jan 12 am at ARI conditions P 1 22.0 OF 62.5 OF 91.10F 91.10F 91.10F Supply Air Ducts Outside Air O q a 625 chia J 91.1 of Heating Coil Aux. Heat Coil Supply Fan 40GO Sri, ROOMS 70.0 of 69.9 OF Return Air Ducts I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Coolin Peak I 99.8 / 72.3 of 79.8 ! 65.0 of 56.1 / 55.4 of 56.1 / 55.4 of d Supply Air Ducts Outside Air 625 cfm Cooling Coil Supply Fan 56.1 / 55 4 of 4000cfm ROOMS506% R.H. 76.1/63.4 of 76 0 / 63 3 OF Return Air Ducts I j EnerayPro 3.1 By EneraaySoft User Number. 1645 Job Number. 040907 -0 Paae•17 of 23 Y VAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Shop Building 'Q'- Lake Elsinore Market Place 2/7/2005 SYSTEM NAME FLOOR AREA Suite _Q1(Right) -5 Ton A/C 1,503 Number of Systems 2,000 1 2,000 Heating System CI Airflow (cfm/Ton) Output per System Outside Air (%) 59,04011, Total Room Loads Total Output (Btuh) 59,040 Return Vented Lighting Output (Btuh/sgft) 39.3,4 Return Air Ducts Cooling System Return Fan Output per System 60,000"[ Ventilation Total Output (Stuh) 60,000100, Supply Fan Total Output (Tons) 5.0 li Supply Air Ducts Total output (Btuh/sgft) t 39.9 TOTAL SYSTEM LOAD T tal0do utput (sgfw 1 on) Air System CFM per System 2,000 Airflow (cfm) 2,000 Airflow (cfm/sgft) 1.3311, Airflow (cfm/Ton) 400.0 Outside Air (%) 19.014 Outside Air (cfm/sgft) 0.25' Note: values above given at AR) conditions EATING SYSTEM PSYCHROMETRICS COIL COOLING PEAK I COIL HTG. PEAK CFM I SensiblP1 Latent I I CFM I Sensible 49,4371 5 720 a2 447 Carrier 48HJD006- A/C 49,681 7,335 59,040 t;7.5 kW Supplemental Electric 0 I Total Adjusted System Output 49,681 7,335 59,040AdjustedforPeakDesignConditions) TIME OF SYSTEM PEAK Jul 4 pm Jan 12 am 22.0 of 60.8 of 89.5 of 89.5 OF Outside Air 380 cfrrr Heating Coil Aux. Heat Coil Supply Fan 2000 cfm 69.9 OF 89.5 of Supply Air Ducts 89.4 OF ROOMS 70.0 of k Return Air Ducts 4 100OUNG. SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) j 99.8 / 72.3 of I outsideA 380 cfm 76.1 / 63.4 of 80.6165.30r- 56.5155-8 of coorm Cosa Q Supply Fa 2000 cfm 56.5 / 55 8 of Supply Air Ducts Fan 566/558OF 506% R.H. ROOMS 76.0 /63.3OF K Retum Air Ducts '4 I EnergyPro 3.1 By EnaWSoft User Number. 1645 Job Number. 040907 -0 Page 18 of 23 1 IHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Shop Buildin Q'- Lake Elsinore Market Place 2/7/2005 YSTEM NAME FLOOR AREA Suite Q2-6 Ton A/C 1,812 NGINEERING CHECKS SYSTEM LOAD Number of Systems_ COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sen iblal Latent CFM Sensible Output per System 59,0201 Total Room Loads 1678 39,494 a,o12 1,116 20,257 Total output (Btuh) I 59,020,11 Return Vented Lighting o 1; Output (Btuhfsgft) 32.61 Return Air Ducts 197 10 Cooling System Return Fan 0 0 Output per System 72,000; Ventilation 456 11,142 5,344 456 22,510 Total Output(Btuh) 72,000:0 Supply Fan o 0 17T;tal Output (Tons) 6.0'41 Supply Air Ducts 197 101 Total Output (Btuhfsgft) 39.7 *11 TOTAL SYSTEM LOAD I 51 033 9,356 F 42,969 Total Output (sgftfTon) W2.0, Air System HVAC EQUIPMENT SELECTION CFM per System 2,000 ; Airflow (cfm) 2 0001 I Carrier 48HJD007- A/C 58,613 8,843 59,020 Airflow (cfmisgft) 1.10F ttj I Alrfiow (cfmlTon) 333.3 k" Outside Air 22 8 ,, ( Total Adjusted System Output 8,613 8,843 59,020AdjustedforPeakDesignconditions) u Outside Air (cfmisgft) 0.25!1" TIME OF SYSTEM PEAK Jul 4 pm Jan 12 am Note: values above given at ARl conditions i 14EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0 OF 59.0 °F 87.7 OF 87.7 OF 310 310 Supply Air Ducts @7OutsideAir 456 dm 87.6 OF Heating Coil Supply Fan 2000 cfm ROOMS 70.0 OF 70.0 OF I Retum Air Ducts DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Coolin Peak 99.8 f 72.3 of 81.5 f 64.5 of 531152-20F 53.1152 2 of Supply Air Ducts Outside Air 456 dm Cooling Coil Supply Fan 53 2 / 52 2 of 2000 cfm ROOMS44.8% R H. OF 76 0 ! 616 OF 76.1161.6 Return Air Ducts I ErsergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 -0 Page- 19 of 23 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Shop Buildinq 'Q'- Lake Elsinore Market Place FYSTEM NAME A Total Output (Btuhlsgft) j 36.8 Total Output (sgft/Ton) 41 Suite Q3-4 Ton A/C Air System CFM per System ENGINEERING CHECKS Airflow (cfrn) SYSTEM LOAD Number of Systems 1 ;' Airflow (cfmlTon) - -_ h Heating System 11 Output per System 59.040 i p Total Room Loads l Total output (Btuh) 59.040'!, u Return Vented Lighting Output (Btuh /sgft) 45.3Ex Return Air Ducts Cooling System Return Fan Output per System 48,000, Ventilation Total Output (Btu h) 48,000. Supply Fan Total Output (Tons) y 4.0tqn Supply Air Ducts A Total Output (Btuhlsgft) j 36.8 Total Output (sgft/Ton) 326.0' Air System CFM per System 1,600 Airflow (cfrn) 1,600 Airflow (cfmfsgft) 1.23 Airflow (cfmlTon) - -_ 400.0„ Outside Air Outside Air (cfmfsgft) Note: values above given at ARI conditions 4EATING SYSTEM PSYCHROMETRII 22.0 of I Outside Air a 326 drn 69.9 OF 99.8172-30F i Out— s } t 326 dm 75.1/63.1 of 60.2 of u 20.4r' „ 0.25 a i TOTAL SYSTEM LOAD DATE 2/7/2005 FLOOR AREA 1.304 COIL COOLING PEAK IICOILHTG.PEAK CFM I Sensiblel Latent I I CFM I Sensible 43,2561 7,4241 Carrier 48HJD005- A/C 1 40,6301 4,955 13.7 kW Supplemental Electric Total Adjusted System Output 40,630 4,955AdjustedforPeakDesignConditions) TIME OF SYSTEM PEAK I Jul 4 pm im Temperatures at Til 96.0 of 96.0 of Heating Coil Aux. Heat Coil Supply Fan 1600 dm 35 888 59,040 0 59,040 Jan 12 am ieatinq I'eaK) 96.0 of S Supply Air Ducts 95.9 OF ROOMS 70.0 of Return Air Ducts `i 80.1165.30F . 55.5/54.80F Cooling Col Supply Fa 1600 cfm 55.5 / 54.8 of Supply Air Ducts Fan 1 j 556/54.9OF 52.6% R.H. ROOMS 75.0163.10F h Return Air Ducts I EnemvPro 3.1 8v EnemvSoft User Number: 1645 Job Number 040907 -0 Page 20 of 23 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY NAME Shop Buildinq 'Q'- Lake Elsinore Market Place PYSTEM NAME i Suite Q4 -3 Ton A/C 36.0,1 Total Output (sgftfron) NGINEERING CHECKS 1 tAir System j SYSTEM LOAD Number of Systems 1 i Heating System Vi a Output per System 59,20011t Total Room Loads I Total Output (Stun) 59,2001 Return Vented Lighting y Output(Stulffsgft) 59.21`. Return Air Ducts yCooling System i Return Fan j Output per System 36,000!11 Ventilation i Total Output (stub) 36,000;i; Supply Fan w Total output (Tons) Supply Air Ducts Total Output (13tuNsgft) 36.0,1 Total Output (sgftfron) Sensible 1 tAir System j CFM per System I 1,200,1 Airflow (cfm) 1,200 i. M Airflow (cfm/sgft) 1.20 r Airflow (cfmfron) 400.0' r Outside Air (SL) 20.8,E l Outside Air (cfmfsgft) i 0.25i'i Note: values above given at ARI conditions L 22.0 of Outside Air 250 cfm 69.9 OF 60.0 of TOTAL SYSTEM LOAD DATE 2/7/2005 FLOOR AREA 1,000 COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM Sensible 31,5131 4,9881 1Carrier 48HJD004- A/C 30,809 3,607 i Total Adjusted System Output 30,809 3,607AdjustedforPeakDesignConddions) TIME OF SYSTEM PEAK Jul 4 pm eam Temperatures at Time of Heatinf 107.8 OF 107.8 OF Q Heating Coil Supply Fan 1200 cfm o..s...., Ai. 25 431 59,200 59,200 Jan 12 am Supply Air Ducts 107.8 OF ROOMS 700OF DOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolinci Peak) i 99.8 / 72.3 of Outside 250 cfm 76.1163.6 of 81.0165.70F 56.1/55.40F Cooling Con 0 Supply Fa 1200 cfm 56.1 / 55 4 OF Supply Air Ducts Fan 562/554 OF 51.4% R H ROOMS 760/63.6OF h Return Air Ducts `I v EnemvPro 3.1 &, Enerm/Sofi User Number. 1645 Job Number. 040907 -Q Page 21 of 23 1 EnerwP. 3.1 By EneMYW trser Number. 1645 Job Number. 040907 -0 Page 22 of 23 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY IPROJECT NAME Q'- DATE Shop Building Lake Elsinore Market Place 2/7/2005 YSTEM NAME FLOOR AREA Suite Q5-4 Ton A/C 1.320 NGINEERING CHECKS SYSTEM LOAD INumber of Systems lijr COIL COOLING PEAK I COIL H TG. PEAK dHeating System CFM Sensible Latent CFM ensible Output per System G 59,040111 Total Room Loads 1,425 31,588 2,852 674 17,934 Total Output (Btuh) 59,0401 Return Vented Lighting 0 v output (Btuhfsgft) 44.7;i"1 Return Air Ducts 158 90 Cooling System i! Return Fan 0 0 1 Output per System t 48,000 II Ventilation 330 7,388 2,211 330 16,299 Total output (Btuh) 48,000' Supply Fan 0 0 Total Output (Tons) k 4.0.1 Supply Air Ducts 158 90 Total output (Btuhlsgft) 36.4i,' TOTAL SYSTEM LOAD 1 39,2991 5,0631 34 412 Total Output (sgft/Ton) 330.0)"; Air System I I HVAC E UIPMENT SELECTION CFM per System 1,60011 Airflow (cfm) ICarrier48HJD005 -A/C 1,600 ` kW Supplemental Electric 43,190 2,841 59,040 0 Airflow (cfmisgft) 1.21' Airflow (cfm/Ton) 400.0 Outside Air (%) r Total Adjusted System Output20.6 jI Gusted for Peak Design Conditans) 43,190 2,841 59,040 I Outside Air (cfmisgft) 0.25,ir i I TIME OF SYSTEM PEAK Jul 4 pm Jan 12 am Note: values above given at ARI conditions i EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0 °F 60.1 0F 95.9 °F 95.9°F 959 °F Supply Air Ducts0OutsideAir 330 dm 95 8 °F Heating Coil Aux. Heat Coil Supply Fan 1600 cfm ROOMS 70.0 OF 69.9 OF Retum Air Ducts `• 100OLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 99.8 / 72.3 of 82.6165.90E 56.4 / 55.5 °F 56.4 / 55.5 OF Supply Air Ducts Outside Air 330 cfm Cooling Coil Supply Fan 56.5 / 55 6 OF 1600cfm ROOMS46.9% R.H. 78.1 / 63.9 OF 78.0 / 63 9 OF ec Return Air Ducts EnerwP. 3.1 By EneMYW trser Number. 1645 Job Number. 040907 -0 Page 22 of 23 WAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Shop Building 'Q'- Lake Elsinore Market Place 2/7/2005 Y NAME FLOOR AREA Suite Q6-6 Ton A/ /C 1,566 Number of Systems Heating System 'IR a Output per System 59, 0207, Total Output (Stub) 59,020 - Output (Btuh/sgft) 37.71 Cooling System i Output per System 72,000 , Total Output (Btuh) 72,000? Total Output (Tons) 6.0, Total Output (Btuh/sgft) 46.0 Total Output (sgft/Ton) 261.0.1 Air System J Total Room Loads hl Return Vented Lighting u' Return Air Ducts Return Fan Ventilation N Supply Fan i Supply Air Ducts TOTAL SYSTEM LOAD I CFM per System 2,0001, 1 Airflow (cfm) 2,0001 Airflow (cfrrifsgft) 1.28 Airflow (cfm/Ton) 3333', Outside Air Outside Air (cfmfsgft) 0.251 J Note: values above g' EATING SYSTEM 22.0 of Outside Air t 395 dm IF 69.9 of DOLING SYS l 94.0 166.7 of I Outside Air 395 cfm 9 78.2 / 60.3 of f co i EnemyPro 3.1 COIL COOLING PEAK COIL HTG. PEAK 1. CFM Sensible Latent CFM Sensible 2,149 62,571 2,439 2,638 51,468 0 313 257 0 0 395 6,448 1,448 395 19,480 0 0 313 257 69 645 3 887 71 463 l Carrier 48HJD007- A/C 65,299 1,268 t i M Total Adjusted System Output 65,299 1,268 Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Oct 3 pm atARlconditions it YCHROMETRICS (Airstream Tei 60.4 of 89.1OF Heating Coil S (Airstream 59,020 59,020 Jan 12 am 89.1 of Supply Air Ducts Supply Fan 88 9 OF 2000 cfm ROOMS 70.0 of Return Air Ducts I 81.3 / 61.8 of 49.6148.5 OF Usw Number. 1645 Cooling Coil a Supply Fa 2000 cfm 49.6 / 48.5 of Supply Air Ducts Fan 49.7 / 48 5 of 35.7% R.H. ROOMS 78.0/602OF K Retum Air Ducts `i Job Number. 040907 -0 23 of 23 F11 OPEN -WEB TRUSS IDENTIFICATION TJL", T&W and TJLX- Truss 1,,? x 31,`21 TJW— Truss 1112° x 43V SINGLE -CHORD TRUSS TJS— Truss 1!12 x 25' double DOUBLE -CHORD TRUSS F2_1 MATERIAL IDENTIFICATION A. _ C. C7 ERECTION BRACING DO NOT ALLOW WORKERS ON THE TRUSSES UNTIL ALL TRUSS BEARINGS AND BRACING HAVE BEEN PERMANENTLY ATTACHED. TJM® Truss 1'/2" x 31h" double TJH'" Truss x 5'h" double DOUBLE -CHORD TRUSS A. STRUT BRACING of tubular steel with flattened ends furnished with all open -web trusses. aStrut bracing is to be installed as each truss is set. See 3-A , F3--Bl, 3 -C and 33 -D B. PLYWOOD EDGE BLOCKING is provided by Trus Joist on some projects and used for nailing sheathing edges. Edge blocking will not prevent trusses from bowing. Edge blocking should be installed after strut bracing (erection bracing) is in place and immediately prior to laying sheathing. C. 2x4 STARTER STRUTS by contractor with framing anchors shipped loose L, furnished by Trus Joist. See 3-A and 3D D. CROSS BRACING is provided for most bottom- bearing locations. Cross bracing to be installed as each truss is set. Contractor to bend ends prior to installation. Nail pattern and brace profile vary r with truss series and application See 3 -E WARNING WITHOUT CORRECTLY INSTALLED ERECTION BRACING AS SHOWN AT RIGHT, TRUSSES CAN BOW AND ROLL OVER CAUSING DEATH OR SERIOUS PERSONAL INJURY AND PROPERTY DAMAGE. NOTICE ERECTION BRACING AND PROCEDURES, AS WELL AS THE SAFETY OF WORKERS, ARE THE RESPONSIBILITY OF THE ERECTOR THE ERECTOR SHOULD MAKE SURE THAT THIS INSTALLATION INFORMATION IS UNDERSTOOD BY ALL PERSONS INVOLVED IN THE TRUSS INSTALLATION, DO NOT STACK BUILDING MATERIALS ON TRUSSES BEFORE ALL TRUSS BEARINGS AND BRACING HAVE BEEN PERMANENTLY ATTACHED. SEE 05 OPEN -WEB TRUSS INSTALLATION INFORMATION T,,,^ JOBSITE HANDLING THIS NOT THIS WARNING WORKERS SHOULD STAY CLEAR WHEN CUTTING THE BANDING TO AVOID POSSIBLE INJURY FROM FLYING BANDING OR TOPPLING JOISTS. WARNING DO NOT HIT WEBS WITH FORKLIFT FORKS BENT OR DENTED WEBS MUST BE REPLACED Trusses will be delivered to the fobsite in bundles of twenty or fewer, banded together for handling and shipment. To a%W.daU1ag,e4hqy,4iqw4 eft in these bundles until th e i n the structure FANGa . J01FL-1 MMMTTfaneous_hardware such as bearing angles, lag DN=s required for each specific fob or boxes with the trusses. m Bridging material and pre -cut blocking items, if furnished by Trus Joist, will be bundled and banded E STORAGE Cff THIS ALWAYS set truss bundles on stickers placed at the truss pin locations NEVER store trusses flat or set trusses directly on the ground or in contact with standing water Cover truss bundles with paper wrap or canvas tarps to protect then from the weather. DO NOT use plastic covers as they will cause moisture to accumulate on the trusses. Prolonged exposure to the elements harms the appearance and strength of the trusses. Damaged trusses must be repaired or replaced BRACE EACH TRUSS AS IT IS PLACED GETTING STARTED PROPERLY BEGIN AT LATERALLY BRACED BEGIN LIKE THIS IF THERE IS NO END WALL OR BEAM OR LATERALLY BRACED END WALL OR BEAM 3-A ' Latex y braved end 0.3: bea -,n or ledger a vTr. .eT] or 2x453 te* sii¢ t F *r fiad f y Be ledge, sLnmTl 0,111 Cat} Z. Lm stmd by T+js Jo—_ See and z37-0- f Strut bracing turn-shed by TJS— truss ShT n :gg-calk Trus Joist See ran tar Oe•.a'Is'or ater open-.,6e15 number of rav s requ ed tresses s_m:ar. See ® for truss a! 9=.ent REMAINING TRUSSES - INSTALL STRUT BRACING AS EACH TRUSS IS PLACED USE THIS WHEN ERECTION BEGINS IN MIDDLE OF BAY TYPICAL STRUT BRACE CONDITIONS (ROOF, FLOOR OR ODD SPACE) 3-D 2x4 starter strut furnished by contractor with framing Roof strut bracinganchorsfurnished biki_ T Joist furnished oist u of t russ top chord 2x4 with 2 -10d (3 ") Wads at each truss by contractor TYPICAL DETAIL DETAIL AT AT END WALL ODD SPACING BOTTOM CHORD BRACING INSTALLATION BRACING BELOW IS FOR TYPICAL CONDITIONS. FOR BRACING SPECIAL CONDITIONS SEE DRAWINGS. 3-E Cross bracing NVfer and bracing if shown an the drawings Btidghg wtiem shown on dravirtgs SINGLE -CHORD TRUSS Cross bacing Cross bracing furnished by Trus Joist Install as each truss is set. 1x4 na ;er requL-ed- a t Pea r taqu. f at Nader and bracing if I'll s.:h 2.8d t2' 1 °4 nab spans beyarrd 40 feet shown on the drawings Rdgrtg d stizv. t DOUBLE -CHORD TRUSS an the dr-'"ings INSTALLATION TOLERANCES PERMITTED TRUSS CHORD ALIGNMENT TOLERANCE Maximum '/'2.' i I- - - - - -- To provide proper performance, trusses should not vary more than 1h" from a straight line VERTICAL ALIGNMENT Bottom chord of truss should TOLERANCE not be out of square with deck by more than 1/4" per foot of truss depth (i e. 1/2" for 24" depth truss) BEARING CONDITIONS—OVERHANG TOLERANCE OF TYPICAL BEARING HARDWARE (TJST' BEARING SHOWN) Maximum overhang for all truss bearing hardware is 1/4"' Maximum overhang for TJM® series trusses with Z-Clip" or "Pedestal" bearing hardware 1s'/2" D STACKING MATERIAL ON TRUSSES DURING INSTALLATION THIS CAUTION Maximum of 3 sheets of sheathing per 10 feet of truss length WARNING NOT THIS W NAILING OF SHEATHING TO TOP CHORD MEMBERS 24" on- center maximum in each chord member Sheathing Chord members Nailing pattern to be per plans and specifications In no case shall nail spacing be greater than 24" on- center In either chord member. Nails shall not be less than 8d (2112 ") or greater than 16d (31/2 ") WARNING Nailing closer than specified may result In chord splitting. IMPORTANT Use proper size nails to fill all nail holes In bearing clips, bridging clips, bracing, etc. CLOSEST ALLOWABLE NAIL SPACING If more than one row Is used, the rows must be offset at least 1/2" and staggered. 14 gauge staples may be a direct substitute for 8d (21/2 ") nails when having a minimum penetration of 1" Into the main member D FIELD MODIFICATION OF TRUSSES NOT PERMITTED DO NOT PERMIT CUTTING, DRILLING OR DAMAGE OF THE CHORDS OR WEBS. DO NOT REMOVE STEEL PINS OR WEBS (EVEN TEMPORARILY) DO NOT MAKE FIELD REPAIRS TO DAMAGED TRUSSES WITHOUT WRITTEN APPROVAL OF TRUS JOIST. 4nFrameWorks. IF YOU HAVE Damaged Trus Joist products Improper fit Field modifications VVV Questions about these drawings WWW.trusioist.com Call your Trus Joist Representative 1, Frame Works®, Microllam &and TJM ®are registered trademarks and TJL', TJLM", TJLX' ". TJW', TJS'", TJH'" and Trus Joist' are trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho September 2002 PP /5M Copyright © 2002 by Trus Joist, Printed in the USA 0 on recycled paper Reord TJLM'" AND TJLX° NAIL SIZE DIA. TJL'" MICROLLAM® LVL SAWN TJS° TJM® TJW" CHORD LUMBER TJH'" CHORD BOX 113" 4" 2" 4" 4" 2" 8d (21/z ") COMMON 131" 6" 2" 6" 6" 2" BOX 128" 6" 2" 6" 6" 2" 10d (3 ") COMMON 148" 6" 3" 6" 6" 21/2" BOX 128" 6" 2" 6" 6" 2" i2d (3' /a ") COMMON 148" 6" 3" 6" 6" 2' /2" BOX 135" 6" 3" 6" 6" 21/2" 16d (31/z ") COMMON 162" 8" 4" 8" 8" 4" If more than one row Is used, the rows must be offset at least 1/2" and staggered. 14 gauge staples may be a direct substitute for 8d (21/2 ") nails when having a minimum penetration of 1" Into the main member D FIELD MODIFICATION OF TRUSSES NOT PERMITTED DO NOT PERMIT CUTTING, DRILLING OR DAMAGE OF THE CHORDS OR WEBS. DO NOT REMOVE STEEL PINS OR WEBS (EVEN TEMPORARILY) DO NOT MAKE FIELD REPAIRS TO DAMAGED TRUSSES WITHOUT WRITTEN APPROVAL OF TRUS JOIST. 4nFrameWorks. IF YOU HAVE Damaged Trus Joist products Improper fit Field modifications VVV Questions about these drawings WWW.trusioist.com Call your Trus Joist Representative 1, Frame Works®, Microllam &and TJM ®are registered trademarks and TJL', TJLM", TJLX' ". TJW', TJS'", TJH'" and Trus Joist' are trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho September 2002 PP /5M Copyright © 2002 by Trus Joist, Printed in the USA 0 on recycled paper Reord 4n A }rhaeuser Business ke Elsinore Mark Lake Elsinore, TJ Job # 05 -003 FOR APPROV. IMPORTANT: (Review, Sign And Return this pack Material will not be fabricated and delivered until a All materials shall be furnished by others unless specifically noted by TJ herein. I wan-ant that this Trus Joist Submittal Package has been provided to the contractorftnsta it has tr: * verified an(Vor corrected for accuracy of loading information and consistency any dcto.rziad" ittms on the Shop Drawings have been reviewed and correct information I materials is the sole responsibility of the installer. TJ Product Package NO EXCEPTAN TAKEN [ ri iSE ND RESUBMIT d i N1`0TI- I N& PP MAKE CORRECTIONS SUBMIT SPECtnzi:, ii vA Reviewing is only for general conformance with the design concept of the project and general compliance with the information given in the contract documents. Any action shown Is subject to the requirements of tha plans and specifications Contractor is responsible tor: dimensions Ng b correlated at fife lab seta, fabrication pro ses an techniques of construien, n oit'G BbX t that of all othor trades, ano the satisfactory peffo:man,;9 Of his work. ANF and Associates responsible design professional and that Requested Deliverer l52fe_ z- , ° ,. S.D.M. Construction oTT FA,: App bha e _ ( Q _ - d Signature r»at$s asvo- rrected *- - „_ - Nation iSDate ble codes at _ ^ ;tt pending F r and hRi dhbilt- n : as. o ai by all apP; A4 1 .. a 'I +t. :i 2 3 t ft Ti Number 05-003951 Project Name Lake Elsinore Marketplace Location Lake Elsinore, CA. Delivery D1: Lake Elsinore Marketplace Building N Plant Chino - Status Out For Approval Latest Revision : Material List Sites Representative Dave Newman Erigieeering Office Irvine Project Coordinator Jacqueline Palazzo - Pittman Design Technician Carolina Martina Report Title Out For Approval Report Type Customer Open -Web Products Hardware Trusses 20 lb 1'N10 10dx1.5) Nails I 60 518'x 3' Lag Screw Quantity Type Series Profile Depth Clear Span Pr. Length Pr Load Appl Footage Notes 3 Al ; TJH Parallel 56 k 56-5.19" 57.0 265.8 I 125% 171.0 4 ° A2 TJH Parallel r = 5V -1.19- 60.0 265.0 125% 240.0 3 A3 TJH g Parallel t 56 56-7.19" 60.0 265.1 125% I 180.0 10 .. TJH I F ......... 1 I ..... i Total 591.0 Open -Web Products Blocking Quantity Type Size Length Net Custom Width Notes 12 1 AS 4x8 1 88.040 t Nom k I Open -Web Products Bottom Chord Nailer Lineal Ft Type Size Grads Notes 160 , A`S 1x4 i Open -Web Products Cross Bracing Quantity Type Style Length Bend Profile Uplift Application Notes 120 XS 1338 1 84.000 1 t iWind Uplift 30.+ TeamSuilder v1.37 05- 003951 - Material LisLxls D1: 05- 003951 Lake Elsinore Marketplace Out For Approval 1 of 1 7/12/2005, 4 41 PM Hardware Quantity Type Desorption Notes 20 lb 1'N10 10dx1.5) Nails I 60 518'x 3' Lag Screw TeamSuilder v1.37 05- 003951 - Material LisLxls D1: 05- 003951 Lake Elsinore Marketplace Out For Approval 1 of 1 7/12/2005, 4 41 PM Fo" 4"L-el L P_ TJ Number 05- 003951 Project Name Lake Elsinore Marketplace Location Lake Elsinore, CA_ Delivery D2: Lake Elsinore Marketplace - Building P Plant Chino - Status Out For Approval Latest Revision : Material List Safes Representative Dave Newman Engineering Office Irvine Project Coordinator Jacqueline Palazzo - Pittman Design Technician Carolina Martina Report Title Out For Approval Report Type I Customer Open -Web Products Hardware Trusses Quantity Type Size Length Net Custom Width Notes 8 P'S 4x8 88.000 Nom t _ 4 BS 4x6 Quantity Type Series Profile Depth Clear Span Pr. Length Pr. Load Appl. Footage Notes 2 B1 TJS Parallel 36 33' -1.13° 34.0 2630 125% 680 1 r'? T 11-- Parallel 4 36 26' -0.88° 27.0 267.5 i 5% ., 27.0 i 1 B3 TJS Parallel I 36 18' -0.88° 19.0 276 -1 125% 19.0 7 P TJH Y Parallel 56 60'1.19° 61.0 261 5 125% I 4270 T 'c4 I 114.0 7 .. 7 JH I y ..... rotor i - 427 0 j Open -Web Products Hardware Blocking Quantity Type Size Length Net Custom Width Notes 8 P'S 4x8 88.000 Nom t _ 4 BS 4x6 90.500. Nom Open -Web Products Bottom Chord Nailer Lineal Ft Type size Grade Notes 160 1 P'S - 1x4 i I F pen -Web Products Cross Bracing uantity Type Style Length Bend Profile Uplift Application Note; 120 ' P'S I B 31 1 84.000 101ind Uplift 30 -+ TeamBvi!der v1.37 05- 003951 - Material LisLxIS D2: 05-003951 Lake Elsinore Marketplace Out For Approval 1 of 1 7/12/2005, 4 41 PM F- 7 Hardware Quantity Type Description Notes 20 lb „N10 10dx1.5 Nails 42 &8*x 2' Lag Screw TeamBvi!der v1.37 05- 003951 - Material LisLxIS D2: 05-003951 Lake Elsinore Marketplace Out For Approval 1 of 1 7/12/2005, 4 41 PM F- 7 r' ~ /' z, At BE TJ -0perWebTM v4.311.0 7!12/2085 2.3240 R4 PAGE 1 2.75" a Project: Lake Elsinore Marketplace Location: Lake Elsinore, CA Release: R1 Rel. Desc.: Bldg N Type: Al Qty: 3 Project Number: 05003951 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 5.13" : 2.00" All dimensions are horizontal. Reference Span = 5T 4.000" — 56.000" TJH mi OPEN WEB TRUSS (plus 1.5" thick Top Chord Cap) o.2s" Parallel Profile 5' SO:. N Top Chord Slope = - .375112 2.001, + LOADS: Analysis for Open -web Member Supporting ROOF Structural Classification. Loads (pso: 16 Roof at 125% duration, 15 Dead (top chord), 0 Dead (bottom chord), @ 96 000" O.0 and LOAD GROUP #1 @ 96.000° O.C. -Mech Unit TYPE CLASS LIVE DEAD LOCATION (1) Pointobs) R(1.25) 0 500 20 8.000" Point(lbs) R(1.25) 0 500 30' 8.000" Point(plf) W(1.33) 75 0 5 0.000' LOAD GROUP #2 @ 96.000" O.C. -Misc 500# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(125) 0 500 8' 2.000° LOAD GROUP #3 @ 96.000" O.C.- Illisc 500# Load in 2nd Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(1.25) 0 500 28' 8.000" LOAD GROUP #4 @ 96.000" O.C. -Misc 500# Load in Last Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Pd.nt(lbs) R(125) 0 500 492.000" LOAD GROUP #5 Q 96.000" O.C. -Wind Uplift TYPE CLASS LIVE DEAD LOCATION (1) Uni:orm(psf) W(1.33) -6.9 .1 4.563" to 57' 3.750' 1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT (Angie: 0 °) Material: Woad Beam Bearino Clip: Dropped Flush Gip Reinforcement: Chord(s) only APPL APPLIED TO Adds to TC, on chord(s) Adds to TC, on chord(s) Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) Product diagram is conceptual. COMMENT Mech Unit 2000 # /2 Trusses Mech Unit 2000 # /2 Trusses Parapet Brace COMMENT 500# Misc Load COMMENT 500# Misc Load APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Replaces TC Wind Uplift RIGHT SUPPORT (Angle- 0 °) Material: Plate(s) Bearing Clip: Z -Clip with base plates Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 99.8% (Design / Allowable) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (lbs) 7516 R (1,25) -1548 W (1.33) 7616 R (1.25) -1564 W (1 33) Live Load (lbs) 3621 -1562 3672 -1581 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 1.720" (0394) Deflection (Live Load) Span: 0.796" (0852) Center Span Camber: 11.119% Recommended Copyright ® 2094 by Tcus Joisi TJH n and TJ- Openweb- are t adertiarks of Trus Joist, A Weyerhaeuser Business. Boise, Idaho, USA TJ:D and Trus Joist& are registered trademarks of Trus Joisi, A Weyerhaeuser Business. Boise, Idaho, USA Z-f Ti-QpeW. ebn' w:.31.0 7112/2005 2:3257 PM PAGE t r 2.75' 5.13" Project: Lake Elsinore Marketplace Location: Lake Elsinore, CA Release: R1 Rel. Desc.: Bldg N Type: A2 Qty: 4 Project Number, 05003951 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 2.00-- - All dimensions are horizontal. Reference Span = 60'0.000" — - B 56.000" TJHTm OPEN WEB TRUSS (plus 1.5" thick Top Chord Cap) 0 2s' Parallel Profile 5.50" N Top Chord Slope = - .375/12 LOADS: Analysis for Open -web Member Sup Ring ROOF Structural Classification. Loads (psf): 16 Roof at 1250A duration, 15 Dead (top chord), 0 Dead (bottom chord), @ 96.000" O.0 and* LOAD GROUP #1 @ 96.000" O.C. -Mech Unit TYPE CLASS LIVE DEAD LOCATION (1) Point(!bs) R(1.25) 0 500 22'0.000" Point(lbs) R(1.25) 0 500 26' 0.000° Point(plf) W(i.33) 75 0 5'0.000* LOAD GROUP #2 @ 96.000" O.C. -Misc 500# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(fbs) R(1.25) 0 500 1010.000, LOAD GROUP 93 @ 96.000" O.C. -Misc 500# Load in 2nd Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Po:nt(lbs) R(125) 0 500 30'0.000" LOAD GROUP #4 @ 96.000" O.C. -Misc 500# Load in Last Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(1.25) 0 500 590.000, LOAD GROUP #5 @ 96.000" O.C. -Wind Uplift TYPE CLASS LIVE DEAD LOCATION (1) Uniform(psf) W(1.33) -6.9 1 4.563" to 59 11.750' 1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT Angle: 0 °) Material: Wood Beam Bearing Clip: Dropped Flush Gip Reinforcement Chord(s) only APPL APPLIED TO Adds to TC, on chord(s) Adds to TC, on chord(s) Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) Product diagram is conceptual. COMMENT Mech Unit 2000 # /2 Trusses Mech Unit 2000#/2 Trusses Parapet Brace COMMENT 500# Misc Load COMMENT 500# Misc Load APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Replaces TC Wind Uplift RIGHT SUPPORT (Angle- 0 °) Material: Plate(s) Bearing Clip: Z -Clip with base plates Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 100% (Design / Allowable) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (Ibs) 7948 R (1.25) -1621 W (1.33) 7865 R (1.25) -1637 W (1 33) Live Load (Ibs) 3792 -1635 3843 -1655 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 2.028° (0350) Deflection (Live Load) Span: 0.950' (L R47) Center Span Camber. 1.337 ", Recommended Copyright O 2004 tr7 Trus Jmst TJH" and TJ- QpenWeb- are trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho, USA TJ5 and Tnrs JoisrZ are registered trademarks of Tnu Joist, A Weyerhaeuser Business, Boise, Idaho, USA l Ti- opee.Veb° e431.0 7/12/2045 2:33.12 R.S PAGE 1 t 2.75" r Project: Lake Elsinore Marketplace Location: Lake Elsinore, CA Release: R1 Rel. Desc.: Bldg N Type: A3 Qly: 3 Project Number. 05003951 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 5.13" ti 2.00" All dimensions are horizontal. Reference Span = 60'0.000" i•- s ) 600 56.000" TJHTm OPEN WEB TRUSS (plus 1.5" thick Top Chord Cap) 0.25" I Parallel Profile -- 5.50" Top Chord Slope = - .375/12 2.00" LOADS: Analysis for Open -web Member Supporting ROOF Structural Classification. Loads (psf): 16 Roof at 125% duration, 15 Dead (top chord), 0 Dead (bottom chord), @ 96.000" O.0 and. LOAD GROUP #1 @ 96.000" O.C. -Mach Unit TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(1.25) 0 500 22' 0.000" Point(lbs) R(1.25) 0 500 20 0.000" Point(pif) W(1.33) 75 0 5'0.000* LOAD GROUP 2 @ 96.000" O.C. -Misc 5004 Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(1.25) - 0 - 500 10' 0.000" LOAD GROUP 3 @ 96.000" O.C. -Misc 500# Load in 2nd Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(i.25) 0 500 30' 0.000" LOAD GROUP 4 @ 96.000" O.C. -Misc 500# Load in Last Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(1.25) 0 500 50' 0.000" LOAD GROUP 5 @ 96.000" O.C. -Wind Uplift TYPE CLASS LIVE DEAD LOCATION (1) Uniform(psi) W(1.33) -6-9 1 4.563' to 59 5.750' 1) Location is specified from left reference point unless noted othermse- SUPPORTS: LEFT SUPPORT Angle: 0 °) Material: Woad Beam Bearing Clip: Dropped Flush clip Reinforcement: Chord(s) only Product diagram is conceptual. APPL APPLIED TO COMMENT Adds to TC, on chord(s) Mech Unit 2000#12 Trusses Adds to TC, on chord(s) Mech Unit 2000#/2 Trusses Adds to TC, on chord(s) Parapet Brace APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Replaces TC Wind Uplift RIGHT SUPPORT (Angle: 0 °) Material: Plate(s) Bearing Clip: Z -Clip with base plates Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 100;b (Design / Allowable) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (Ibs) 7882 R (1.25) -1607 W (1.33) 7807 R (1.25) -1623 W (1 33) Live Load (Ibs) 3760 -1621 3811 -1641 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 1.972"(L/357) Deflection (Live Load) Span. 0.923' (U763) Center Span Camber. 1.298, Recommended CoNdgin O 2044 by Tnrs Jsis TJH - and TJ- 0penweb- are trademarks of Trus Joist. A Weyerhaeuser Business, Boise, Idaho, USA TJ9 and Trus Joie are registered trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho, USA n40ilvwo Wrr &=M jJ.ogen'Neb- vA.31 0 718!2005 2.89:53 R%i PAGE 1 2.75" Project: Lake Elsinore Marketplace Location: Lake Elsinore, CA Release: R2 Rel. Desc.: Bldg P Type: P Qty: 7 Project Number: 05003951 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 5.13" i 2.00" All dimensions are horizontal. Reference Span = 61' 0.000" 56.000" TJHTm OPEN WEB TRUSS Parallel Profile Top Chord Slope = - .375112 B 0.25" 5.50" t 2 VU" Product diagram is conceptual. LOADS: Analysis for Open -web Member Supporting ROOF Structural Classification. Loads (psi): 16 Roof at 125°.' duration, 15 Dead (top chord), 0 Dead (bottom chord), @ 96 000" O C. and: LOAD GROUP 1 @ 96.000" O.C. -Meth Unit & Brace - Case 1 TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(ibs) R(1.25) 0 200 27'6.000" Adds to TC, on chord(s) 800# Unit/2 Trusses Point(lbs) R(125) 0 200 33'0.000" Adds to TC, on chord(s) 800# Unit/2 Trusses Po4ntpbs) R(t25) 0 200 33'6.000" Adds to TC, on chord(s) 800# Unit/2 Trusses Point(lbs) R(i.25) 0 200 39'0.000" Adds to TC, on chord(s) 800# Unit/2 Trusses Uniform(psf) R(t.25) 10 15 27' 0.000' to 39'0.000' Replaces TC Reduce LL Under MU Point(plf) W(1.33) 0 73 5' 0.000" Adds to TC, on chord(s) Parapet Brace Load LOAD GROUP #2 @ 96.000" O.C. -Mist 500# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(lbs) R(125) 0 500 10' 0.000" Adds to TC, on chord(s) 500# Misc Load LOAD GROUP #3 @ 96.000" O.C. -Mist 500# Load in 2nd Third of Span TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Pointpbs) R(125) 0 500 30'6.000" Adds to TC, on chord(s) 500# Misc Load LOAD GROUP #4 @ 96.000" O.C. -Misc 500# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(lbs) R(1.25) 0 500 46' 0.000' Adds to TC, on chord(s) 500# Misc Load LOAD GROUP #5 @ 96.000" O.C. -Wind Uplift TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Uniform(pst) W(i.33) -6.9 .1 4.563' to 60' 11.750" Replaces TC Wind Uplift 1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT (Angle: 0 °) RIGHT SUPPORT (Angle 0 ") Material: kNood Beam Material: Plate(s) Bearing Clip: Flush clip Bearing Clio: Z -Clip with base plates Reinforcement: Chord(s) only Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Va!ue: 101.801b (Design / Allov.able) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (Ibs) 8109 R (1.25) -1648 W (1.33) 7949 R (1.25) -1664 W (1 33) Live Load (tos) 3592 -1663 3907 -1682 CoWgfa(D 2= iry Tnis Jnsr TJH" and TJ- OpenVleb are trademarks of Trus Jost, A Weyefaeuser Business, Boise, Idaho, USA TJ9 and Tnrs Joist,) are registered trademarks of Tnrs Jaisi, A Weyerhaeuser Business, Bose, Idaho, USA T r, T Project: Lake Elsinore Marketplace Type. P T'I.Op +f A'eb r'" 43.31.0 718!2005 219:53 rnA1 RAGE 2 DEFLECTIONS 8r CAMBER: Deflection (Total Load) Span: 2-079'(U347) Deflection (Live Load) Span: 11.017° (U710) Center Span Camber. 1.431 ", Recommended ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input toads and dimensions have been provided by others and must be verified and approved for the specific application by the design professional for the project. Truss design values have been accepted by the following agencies. NES Report No. NER -148, ICC ES Report No. PFC -4354, LAC RR 22014, and DSA. Allowable Stress Design methodology was used for Code ICC analyzing the TJ iusium piciducts listed above with chords analyzed using Don Sharp's analysis. Pricing Load = 281.5 plf OPERATOR INFORMATION Emily Wood, E.1-T. 949) 885 -5925 CopyrmId 0 2= by urus Jo.si TJH- and TJ-0penVVeb "' are trademarks of Trus Joist. A Weyerhaeuser Business, Boise, Idaho, USA TIZ and Trus Joista are registered trademarks of Trus Joist, A weyefiaeuser Business, Boise, Idaho, USA r TJ- openWeb"' v4.31.0 7f7/2005 4:25:40 PM' PAGE u 6.75" Project: Lake Elsinore Marketplace Location: Lake Elsinore, CA Release: R2 Rel. Desc.: Bldg P Type: 81 Qty: 2 Project Number: 05003951 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED l 2.00" ; All dimensions are horizontal. Reference Span = 33' 10.000° s 36.000" TJSTkl OPEN WEB TRUSS (plus 1.5" thick Top Chord Cap) 0.25" i Parallel Profile 5.50" N Top Chord Slope = - .375/12 Product diagram is conceptual. LOADS: Analysis for Open -vveb Member Supporting ROOF Structural Classification. Loads (psf): 16 Roof at 125% duration, 15 Dead (top chord), 0 Dead (bottom chord), @ 96.000" O.C. and- LOAD GROUP #1 @ 96.000" O.C. -Mech Unit - Case 1 TYPE CLASS LIVE DEAD LOCATION (1) Pointpbs) R(1.25) 0 135 6.000° Pointobs) R(1.25) 0 135 60.000" LOAD GROUP 2 @ 96.000" O.C. -Mech Unit - Case 2 TYPE CLASS LIVE DEAD LOCATION (1) Pdntpbs) R(1.25) 0 99 14'0.000" Point(lbs) R(i.25) 0 99 19'6.000' LOAD GROUP 3 @ 96.000" O.C. -Misc 500# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(i.25) 0 500 50.000" LOAD GROUP 4 @ 96.000" O.C. -Misc 500# Load in 2nd Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(Ibs) R(1.25) 0 500 17'0.000" LOAD GROUP 5 @ 96.000" O.C. -Misc 500# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(Ibs) R(1.25) 0 500 28' 0.000° LOAD GROUP 6 @ 96.000" O.C. -Wind Uplift TYPE CLASS LIVE DEAD LOCATION (1) Uniform(psf) W(1.33) -6.9 1 2.625 to 33'9.750' 1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT Angle: 0 °) Material: Wood Beam Bearing Clip: Dropped Flush clip Reinforcement: Chord(s) only APPL APPLIED TO Adds to TC, on chord(s) Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) APPL APPLIED TO Replaces TC RIGHT SUPPORT (Angle: 0 °) Material: Plate(s) Bearing Clip: S -Clip Reinforcement: Chord(s) only COMMENT 540# Unit/2 Trusses 540# Unit/2 Trusses COMMENT 395# Unit/2 Trusses 395# Unit/2 Trusses COMMENT 500# Misc Load COMMENT 500# Misc Load COMMENT 500# Misc Load COMMENT Wind Uplift DESIGN CONTROLS: Truss Member's Critical Design Component Value: 100% (Design / Allowable) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (Ibs) 4548 R (1.25) -909 W (1.33) 4635 R (1.25) -928 W (1.33) Live Load (Ibs) 2127 -917 2176 -937 Ccpyrighi ® 2004 byTam.toisI TJS" and TJ- OpenWeb"' are trademarks of Trus Joist, A Weyefteuser Business, Boise, Idaho, USA. TJ9 and Tnrs Joist& are registered trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho, USA P•il Project: Lake Elsinore Marketplace Type: 81 TJ- OPeiv+ eb- 4.35.0 717r2005 4:25:40 Phi PAGE 2 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 1.090° (Lf365) Deflection (Live Load) Span: 0.512" (U777) Center Span Camber. 0.720°, Recommended ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from softv:are developed by Trus Joist (TJ) Allowable product values shmvn are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others and must be verified and approved for the specific application by the design professional for the project. Truss design values have been accepted by the following agencies: NES Report No. NER -148, ICC ES Report No. PFC -4354, LAC RR 22614, and DSA. w:uLrah'a Stress Design methodology was used for Code [CC analyzing the TJ Custom pruc,uCibliated above with chords analyzed using Don Sharp's analysis. Pricing Load = 263.0 plf OPERATOR INFORMATION Emily Wood, E.I.T. 949) 885 -5925 Copyrfg}a Q 2044 by Trus Jana TJS— and TJ- Openweb" are trademarks of Trans Joist, A Weyerhaeuser Business, Boise, Idaho. USA- T49 and Trus Joist are registered Uademarks of Tors Joist, A Weyerhaeuser Business, Boise, Idaho, USA F . (L on E'sQl- a awinm TJ.operfNebr c4.31.0 717/2095 4:30:01 PM PAGE t Project Lake Elsinore Marketplace Location: Lake Elsinore, CA Release: R2 Rel. Desc.: Bldg P Type: B2 Qty: 1 Project Number. 05003951 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED s.50 2.00" All dimensions are horizontal. Reference Span = 20 4.250" 36.000" TJSTm OPEN WEB TRUSS (plus 1.5" thick Top Chord Cap) Parallel Profile 6.75" N Top Chord Slope = - .375112 2.00" LOADS: Analysis for Open -web Member Supporting ROOF Structural Classification. Loads (psf): 16 Root at 125% duration, 15 Dead (top chord), 0 Dead (bottom chord), @ 96.000" O.0 and LOAD GROUP 91 @ 96.000" O.C. -Misc 50D# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(1.25) 0 500 4'6.000' LOAD GROUP #2 @ 96.000" Q.C. -Misc 500# Load in 2nd Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(1.25) 0 500 13'3.000" LOAD GROUP 93 @ 96.000" O.C. -Misc 500#/ Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(lbs) R(1.25) 0 500 22' 6.000" LOAD GROUP 04 @ 96.000" O.C. -Wind Uplift Adds to TYPE CLASS LIVE DEAD LOCATION (1) Unifonn(psf) W(1.33) -6.9 .1 0 to 26' 1.625" 1) Location is specified from left reference point unless noted otherwise_ SUPPORTS: LEFT SUPPORT (Angle: 45.0` RT) Material: Plate(s) Bearing Clip: Dropped Flush clip skewed Reinforcement: Chord(s) only Product diagram is conceptual APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Replaces TC Wind Uplift RIGHT SUPPORT (Angle 0 °) Material- Wood Beam Bearing Clip: Dropped Flush clip Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 1@% (Design / Allowable) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (lbs) 3668 R (1.25) -710 W (1.33) 3685 R (1.25) -712 W (1.33) Live Load (Ibs) 1680 -721 1680 -722 DEFLECTIONS $ CAMBER: Deflection (Total Load) Span: 0.462(U680) Deflection (Live Load) Span: 0.212"(L/1483) Center Span Camber: 0.298", Recommended Copyright © 2004 by Trus JoW TJSD1 and TJ- OpenWeb^' are trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho, USA. TJ and Trus Joists are registered trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho, USA f- t3 Tj- openWeb v41.31.0 7!7/2005 4:33:33 PH PAGE 1 Project Lake Elsinore Marketplace Location: Lake Elsinore, CA Release: R2 ReL Desc.: Bldg P Type: B3 Qty: 1 Project Number. 05003951 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Reference Span = 18'4.250" 36.000" TJSTm OPEN WEB TRUSS (plus 1.5" thick Top Chord Cap) Parallel Profile 5.50" 6.75" Top Chord Slope = - .375!12 2.00"4 All dimensions are horizontal. LOADS: ' - - Analysis for Open -web Member Supporting ROOF Structural Classification. Loads (psi -. 16 Roof at 125% duration, 15 Dead (top chord), 0 Dead (bottom chord), @ 96.000" O.0 and: LOAD GROUP #1 @ 96.000" O.C. -Misc 500# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(Ibs) R(1.25) 0 500 T0.000" LOAD GROUP 92 @ 96.000" O.C. -Misc 500# Load in 2nd Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Pointpbs) R(i-25) 0 500 9'3.000" LOAD GROUP #3 @ 96.000" O.C. -Misc 500# Load in First Third of Span TYPE CLASS LIVE DEAD LOCATION (1) Point(Ibs) R(1.25) 0 500 15' 6.000" LOAD GROUP #4 @ 96.000" O.C. -Wind Uplift TYPE CLASS LIVE DEAD LOCATION (1) Uniform(psf) W(1.33) -6.9 1 0 to 18'l.625" 1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT Angle: 45.0° RT) Material: Plate(s) Bearing Clip: Dropped Flush dip skewed Reinforcement: Chord(s) only APPL APPLIED TO Adds to TC, on chord(s) APPL APPLIED TO Adds to TC, on chord(s) Product diagram is conceptual. COMMENT 500# Misc Load COMMENT 500# Misc Load APPL APPLIED TO COMMENT Adds to TC, on chord(s) 500# Misc Load APPL APPLIED TO COMMENT Replaces TC Wind Uplift RIGHT SUPPORT (Angle 0 °) Material- Wood Beam Bearing Clip: Dropped Flush clip Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 99.4% (Design / Allowable) Truss des;gn includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM Total Load (Ibs) 2079 R (1.25) 491 W (1.33) 2690 R (125) Live Load (Ibs) 1168 -500 1168 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 0.132' (U1652) Deflection (Live Load) Span: 0.058" (U3781) Center Span Camber. 0.081', Recommended RIGHT MINIMUM 493 W (1.33) 501 Copyright l 2= bi Trus Joist TJS" and TJ- QpanWebO1 are trademarks of Tnrs Joist, A Weyerhaeuser Business, Boise, Idaho, USA TJ& and Tres Joists are registered trademarks of Trus Joist, A Weyerhaeuser Business, Boise, Idaho, USA P- 11