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X2007-3021 - Misc (3)
1 f-09 by. CM7 # 2�fif-2oo7 CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O.BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 COMMERCIAL PLAN CHECK CORRECTION LIST Project Address: Scope of Work: Plan Check No.: Plan Check Engineer: Submitted Valuation: Type of Construction: Occupancy Group(s): B Fire Sprinklers: lst Check 02/01/08 Yes X 2n0 Check 04/01/08 1 HOAG DR BLDG #47 CITY or NEWPost seAdo AUAPPROVALL �O�FRTHESE PLANS DOES �OILDITOOT EXPRESSSr TI — "ADV. TECH.° CHCI�uxew AiM49et T CONSTITUTE OR I OVAL DOES NOT GUARANTEE THAT THIE EI PL tirN WOLATiON OFORIRESPECTS INCONSISTENT AND POLIC•IES OF THE CITY OF COMPLIANCE WITH 99 THE CITY C AND ZONING ORDINA�`�D�CH, THIS 2554-2007 REVISETDING STRUCTURE OR IMPROVRIGHT T RjREOUIR IN,�YYPESPECTS IN NtO BEFORE DURING GRAFTER CONSTRUCTION, IF NECES S PUNS AND IT$TE$ OROINAN��pf�EE TO S. Kusik PA ®tND POLICIES OFTHE CITY OF NEWPORT BEACOMPLY WITHT PERMITTEE'SACKNOWLEOGE NI $700,000PPin"z oreCted Vauat�en;-_�_� fuEliC TR R (SIGNATURE) PRE VN SPR ' F�ofS• NE- BY rientteni'1: APPR TO ISSUE �'"---DATE. cb Qj 3rd Check WARNING: PLAN CHECK EXPIRES 180 DAYS AFTER SUBMITTAL. THIS PLAN CHECK EXPIRES ON: Approval of plans and specifications does not permit violation of any section of the Building Code or other City ordinances or State law. • Make all corrections listed below • Resubmit originally checked plans and indicate the location of response on this sheet • Return this sheet with corrected plans • For checking status of plans: call (9491 6443288 during business hours, or may be verified 24 hours 7 days a week via the Internet at www.cltv.newport beach.ca.us✓bullding or interactive voice response at (949) 644-3255 • For clarifications on corrections, you may call the Plan Check Engineer or schedule an appointment. • When new information is provided after plan check due to corrections or otherwise, additional reviewing time may be necessary upon resubmittal. Review of new information may result in additional corrections. • To expedite your project, please provide a written or oral response to all corrections. Incomplete response may delay approval. • Two wet signed and stamped sets are required for permit issuance. • All plan sheets and structural calculations are to be stamped and wet signed by a licensed Civil Engineer or Architect. Company name, address and phone number must be on first sheet of calculations and on all plans sheets. All plan sheets must include project name and address in title block. GENERAL 2. Obtain approval from EMP plan check. EXITS 4003728,6 .N } require€14xit-widthr p GUARDRAILS, HANDRAILS AND STAIRWAYS STRUCTURAL ITEMS P. FIRE SPRINKLER SYSTEM AND FIRE ALARM SUBMITTALS sheets SITE DEVELOPMENT & ACCESSIBLE ROUTE OF TRAVEL 29. Provide detectable waming strip 38" wide where a walk crosses or adioins a vehicular way and the walking surface is not separated by curbs, railing or other approved elements at the following locations: (1133B.8.5). Identify the detectable warning installation location on the site plan. 30. apply for "Altemate Materials" approval per city policy (refer to the Building Department's website for application form and policy: www.city.newport-beach.ca.us/building/ . Look under "Forms & Handouts" for "Modification Request Form"; and under "Policies" for Building Code Policy "BLDG CBC 1133B.8.5") Provide copy of CA approval letter on plans, or complete the alternate materials approval process for the product listed on the plans. 4 ACCESSIBLE PARKING 1129B.1} OR RAMPS (EXTERIOR OR INTERIOR) (11338.5.2.2) \-42. Intermediate landing at a change of direction in excess of 30 degrees and bottom landings shall have a dimension in the direction of ramp run of not less than 72" to accommodate the handrail extension. (1133B.5.4.6, Fig 11B-38) Identify the landing dimensions on the l plan view. P DOORS P .. STAIRWAYS P uplicate ,• (1133B.1.2.6.1, Fig 116 36) duplicate 9 COUNTERS P SIGNS & IDENTIFICATION • f1161 nX P S% -t 2gcz. 3 Provide a men's restroom in the vicinity of the Observation and nurses' station (room 47-01-143) such that the restroom may be entered without exiting door 29. 5T/ 67)26-. Provide direct access from the main waiting lounge to a women's restroom. ..pp U �T. CLINICAL FACILITY REQUIREMENTS earldentify4heY P 422A.16 F66. Provide employee lockers and dressing rooms for each sex. '121A.11 (422A.17.7) NOT ADDRESSED 04/23/08 The proposed use is most similar to a surgery center in the prep and L _ recovery of patients. All OSHPD 3 requirements for surgery centers shall be met. ADDITIONAL CORRECTIONS & CLARIFICATIONS 67. Provide at least one accessible entrance protected from the weather by canopy or roof overhang. Dimension the required passenger loading zone, vehicle pull-up space and vertical clearance. 11058.3.2 NOT PROVIDED 04/22/08 68Ye-palkinesU , (11208.1.2) n n• 1127B.3) SANITATION 59. Provide separate toilet facilities for both sexes, more than 4 employees. Identify-themews-& 70,Previde-twaisal-resfreem-signage-Wevatiens-aniPinstallation-cietailecOmit-the-unise*signage 8how14-en-detaii4414-54 71,Previde-gfeeves-at-3l1 ramfrraFalopecPwalkwa)Ltransitions, 7.2,frientify41;e474eshanisal-sheeVadditien-en-the-site-plarirFtil4cCiiMBASiGI44S-acklition, hatohing with 74,k4slucle-all4eers-Gn-the-deer-sekedule-an4pmWde-dimerisiens-anibhardware-irifemvtieia, 76rPravide-assurate-detaiberess-F6fORM666-814414e-fleer-plans, STRUCTURAL Orange Coun Aug 14, 2008 ENGINEERING STRUCTURAL DESIGN CALCULATIONS (CHANGE ORDER #1) ADVANCED TECH PAVILIONITY OF NEWPORT EPr ^u BI,ILDING DEPARTMENT 07.175 `ERO'JAL OF THESE PLANS COEi N " '.OVSTITt1TE EXPRESS OR IMPLIED 'RI.ATIGN TO SONS RLCT F ; • [ pEE- Ih VIOLATION OF OR INCONSISTENT 0 D1 ANCES. PLANS. AN: =0 - T•jF CITY OF NEWPORT BEACH. THIS 30ES NOT GUARANTEE THAT 'E AWNS ARE. IN ALL RESPECTS, IN °NTH CITY BLI D 4:ND Z '201N ? .ES. PLANS AND POLICIES One Hoag Drive Building 47 RCRTA AG ERVES'HL. T TO RECUIRE ANY PERMITTEE TO R CONSTR CTION I ,'.SSSARY TO COMPLY WITH THE /� //�� ", LE STRUCTURE 3R IM...2A_NT AUTHORIZED BY THESE PLANS Newport Beach, CA S AI POLICIES OF THE CITY GE NENPORT BEACH. CKNOWLEDGMENT. (SIGNATURE) SIGNATURE DATE CES Project Description: Provide structural engineering services for the modification of axis I ng ro Is g� g �oagerooistructural framing by the addition of one new beam and four new columns founded on a spread footing. 08-14-08 Orange County 23441 SOUK Pointe Drive, Seta 245, Lava tills, California 92653 Tel: 949.916.3440 Fax 949.9163445 Sacramento 900 J Street. 4th Fbor. Sacrameno, California 95814 Tel: 916.760.7967 Fax: 916.760.7976 mw.w.spiraetruchres.corn Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech Calc By: MVH Date: 08/14/2008 Wood Beam Capacities Sawn Jolsts/rafters/studs Grade Data OtaM:. Fd Pai.. FI Pal F, tut F.F„F Psi F. Psi E kW DF SS 1500 1000 95 625 1700 1900 DF #1 & Btr 1200 800 95 625 1550 1800 DF #1 1000 675 95 625 1500 1700 DF#2 900 575 95 625 1350 1600 OF #3 525 325 95 625 775 1400 Member Data Sias 4R CV CO Fa III M in tar. III sr 2x4 1.50 1.50 1.15 1.50 3.50 5.3 3.1 5.4 1.31 1.0 2x6 1.30 1.30 1.10 1.50 5.50 8.3 7.6 20.8 2.06 1.5 2x8 1.20 1.20 1.05 1.50 7.25 10.9 13.1 47.6 2.72 2.0 2x10 1.10 1.10 1.00 1.50 9.25 13.9 21.4 98.9 3.47 2.6 2x12 1.00 1.00 1.00 1.50 11.25 16.9 31.6 178.0 4.22 3.2 3x4 1.50 1.50 1.15 2.50 3.50 8.8 5.1 8.9 3.65 4.6 3x6 1.30 1.30 1.10 2.50 5.50 13.8 12.6 34.7 5.73 7.2 3x8 1.20 1.20 1.05 2.50 7.25 18.1 21.9 79.4 7.55 9.4 3x10 1.10 1.10 1.00 2.50 9.25 23.1 35.7 164.9 9.64 12.0 3x12 1.00 1.00 1.00 2.50 11.25 28.1 52.7 296.6 11.72 14.6 4x4 1.50 1.50 1.15 3.50 3.50 12.3 7.1 12.5 7,15 12.5 4x6 1.30 1.30 1.10 3.50 5.50 19.3 17.6 48.5 11.23 19.7 4x6 flat 1.30 1.30 1.10 5.50 3.50 19.3 11.2 19.7 17,65 48.5 4x8 1.30 1.20 1.05 3.50 7.25 25.4 30.7 111.1 14,80 25.9 4x10 1.20 1.10 1.00 3.50 9.25 32.4 49.9 230.8 18.89 33.0 4x12 1.10 1.00 1.00 3.50 11.25 39.4 73.8 415.3 22.97 40.2 Material = OF x2 • i Fc = 900 psi F, = 95 psi E = 1600 ksi FS FFCnCFn C,.S 12 12 I"= ? F„CD A size M'(Lbfdfor C,41.00ad Coo ILIUM** Cis 1.15aad Co I. V'(Lbs) for Co 1.00 1.15 1.25 1.00 1.15. 1.25 1.00 1.15 125 2x4 345 396 431 396 456 495 333 382 416 2x6 737 848 922 848 975 1060 523 601 653 2x8 1183 1360 1478 1360 1564 1700 689 792 861 2x10 1765 2029 2206 2029 2334 2537 879 1011 1098 2x12 2373 2729 2966 2729 3138 3411 1069 1229 1336 3x4 574 660 718 660 759 825 554 637 693 3x6 1229 1413 1536 1413 1625 1767 871 1001 1089 3x8 1971 2267 2464 2267 2607 2833 1148 1320 1435 3x10 2941 3382 3677 3382 3890 4228 1465 1684 1831 3x12 3955 4548 4944 4548 5231 5685 1781 2048 2227 4x4 804 924 1005 924 1063 1156 776 892 970 4x6 1720 1979 2151 1979 2275 2473 1219 1402 1524 4x6flat 1095 1259 1369 1259 1448 1574 1219 1402 1524 4x8 2989 3438 3737 3438 3954 4297 1607 1848 2009 4x10 4492 5166 5615 5166 5941 6457 2050 2358 2563 4x12 6091 7004 7614 7004 8055 8756 2494 2868 3117 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com SP STRUCTURAL RE ENGINEERING Sheet: Job: 07.175 Hoag Advanced Tech 2 Calc By: MVH Date: 08/14/2008 Wood Beam Capacities Sawn Beams G ade Data - Beams and Strineers Brads Pb psi F. :psi F. psi f.r.. Psi :f... PN : E. kilt DF Dense SS 1900 1100 85 730 1300 1700 DF SS 1600 950 85 625 1100 1600 OF Dense#1 1550 775 85 730 1100 1700 DF#1 1350 675 85 625 925 1600 DF Dense #2 1000 500 85 730 700 1400 DF #2 875 425 85 625 600 1300 Grade Data - Posts and Timbers ..- Fa psl Fr Psi : F. Osi Fe asi F. - psi £. ksi DF Dense SS 1750 1150 85 730 1350 1700 DF SS 1500 1000 85 625 1150 1600 DF Dense #1 1400 950 85 730 1200 1700 DF #1 1200 825 85 625 1000 1600 DF Dense#2 850 550 85 730 825 1400 OF#2 750 475 85 625 700 1300 Member Data Sae Cr ;. b kl A ie A k12 S. be 1 in' 6x6 1.00 5.50 5.50 30.3 27.7 76.3 6x8 1.00 5.50 7.50 41.3 51.6 193.4 6x10 1.00 5.50 9.50 52.3 82.7 393.0 6x12 1.00 5.50 11.50 63.3 121.2 697.1 6x14 0.99 5.50 13.50 74.3 167.1 1127.7 8x8 1.00 7.50 7.50 56.3 70.3 263.7 8x10 1.00 7.50 9.50 71.3 112.8 535.9 8x12 1.00 7.50 11.50 86.3 165.3 950.5 8x14 0.99 7.50 13.50 101.3 227.8 1537.7 8x16 0.97 7.50 15.50 116.3 300.3 2327.4 Beam Members Metedal = of Y1 • I Fp= 1350 psi (B&S) Fb = 1200 psi (P&T) F,= 85 psi Beam/Post Capacities P&T P&T B&S B&S B&S P&T P&T B&S B&S B&S ['GCS 2 12 V'=-FCDA WsPAT or ... B&O E, Psi ;tP.(1,611for Co• Y(l.bs)brGe• 1.59 1.15 125 1.00 `' 1.15 . 1.25 6x6 P&T 1200 2773 3189 3466 1714 1971 2143 6x8 P&T 1200 5156 5930 6445 2338 2688 2922 6x10 B&S 1350 9307 10703 11634 2961 3405 3701 6x12 B&S 1350 13638 15684 17048 3584 4122 4480 6x14 8&S 1350 18550 21333 23188 4208 4839 5259 8x8 P&T 1200 7031 8086 8789 3188 3666 3984 8x10 P&T 1200 11281 12973 14102 4038 4643 5047 8x12 B&S 1350 18598 21387 23247 4888 5621 6109 8x14 B&S 1350 25296 29090 31620 5738 6598 7172 8x16 B&S 1350 32838 37764 41047 6588 7576 8234 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 3 Calc By: MVH Date: 08/14/2008 Wood Beam Capacities Glulams (Western Species) Gods F1 Pei Pb. Pei. F.rn Pei F, Pei E 4si Fa psi raps'', :.. eel psi.., Er Iasi P. pel F. :.psi,. 'Er.i:.. 41.:.... 24F-v4 v 2400 1850 650 165 _ 1800 1450 560 145 1600 1100 1650 1700 Note that V8 is similar with Fb- = 2400 psi GLB Size :: in In .:A 'In' -Weight or S ln' I I. - V Lb itfore°. V'.Lbtor Co :. , 1.00 1.15 1.25 1.00 ,.1.15 1.25 51/8 x 12 31/8x 101/2 • 5.13 12.00 61.5 14.9 123 738 24600 28290 30750 6765 7780 8456 • 3.13 10.50 32.8 8.0 57 301 11484 13207 14355 3609 4151 4512 51/8 x 12 - 5.13 12.00 61.5 14.9 123 738 24600 28290 30750 6765 7780 8456 51/8 "3 . 5.13 13.50 69.2 16.8 156 1051 31134 35805 38918 7611 8752 9513 51/8x 15 • 5.13 15.00 76.9 18.7 192 1441 38438 44203 48047 8456 9725 10570 51/ex18 v 5.13 18.00 92.3 22.4 277 2491 55350 63653 69188 10148 11670 12684 5 1/8 x 191/2 • 5.13 19.50 99.9 24.3 325 3167 64959 74703 81199 10993 12642 13741 51/8 x 22 1/2 • 5.13 22.50 115.3 28.0 432 4865 86484 99457 108105 12684 14587 15855 51/8x30 • 5.13 30.00 153.8 37.4 769 11531 153750 176813 192188 16913 19449 21141 6 3/4 x 12 v 6.75 12.00 81.0 19.7 162 972 32400 37260 40500 8910 10247 11138 Gilt SizeWan MI 10 20 30 40 -_ 50 00 70 S0 10 100 51/8 x 12 1.00 1.00 0.96 0.94 0.92 0.90 0.89 0.87 0.86 0.86 31/8 x 101/2 1.00 1.00 1.00 1.00 0.98 0.96 0.94 0.93 0.92 0.91 51/8 x 12 1.00 1.00 0.96 0.94 0.92 0.90 0.89 0.87 0.86 0.86 51/8 x 131/2 1.00 0.99 0.95 0.93 0.91 0.89 0.88 0.86 0.85 0.85 5 1/8 x 15 1.00 0.98 0.94 0.92 0.90 0.88 0.87 0.86 0.85 0.84 51/8 x 18 1.00 0.96 0.93 0.90 0.88 0.86 0.85 0.84 0.83 0.82 51/8 x 191/2 1.00 0.96 0.92 0.89 0.87 0.86 0.84 0.83 0.82 0.81 51/8 x 221/2 1.00 0.94 0.91 0.88 0.86 0.85 0.83 0.82 0.81 0.80 51/8 x 30 0.98 0.92 0.88 0.86 0.84 0.82 0.81 0.80 0.79 0.78 6 3/4 x 12 1.00 0.981 0.94 0.91 0.89 0.88 0.86 0.85 0.84 0.83 Al._F C0S t2 TrusJoist Products: 2 3 'n 21 LL (12V1r (5.1251'° d b Parallam PSL Beam (see page 3 of "Parallam PSL Headers, Beams and Columns" Specilier's Guide) Fb= F,= E_ Density = 2900 psi 290 psi 2000 ksi, < 20' depth 45 pcf Fwam = E_ 750 psi (Do not include Cc factor) 2900 psi 2200 ksi, > 18" depth 5 1/4 x 9 1/4 In d In : A,SI son' ♦ l,m M' LtrR Uremia V' Lbs for Co w 1.00 1.15 1.25 1.00 1.15 1.25 • 5.25 9.25 1.03 48.6 75 346 18623 21417 23279 9389 10797 11736 3 1/2 x 14 • 3.50 14.00 0.98 49.0 114 800 27162 31236 33952 9473 10894 11842 31/2 x 18 . 3.50 18.00 0.96 63.0 189 1701 43665 50215 54581 12180 14007 15225 5 1/4 x 9 1/4 51/4 x 11 1/4 • 5.25 9.25 1.03 48.6 75 346 18623 21417 23279 9389 10797 11736 - 5.25 11.25 1.01 59.1 111 623 26955 30998 33694 11419 13132 14273 51/4 x 14 • 5.25 14.00 0.98 73.5 172 1201 40743 46854 50928 14210 16342 17763 5 114 x 22 51/4x28 j 7 x 91/4 • 5.25 22.00 0.93 115.5 424 4659 95686 110039 119608 22330 25680 27913 v 5.25 28.00 0.91 147.0 686 9604 150902 173537 188628 28420 32683 35525 • 7.00 9.25 1.03 64.8 100 462 24831 28556 31039 12518 14396 15648 7x14 • 7.00 14.00 0.98 98.0 229 1601 54324 62472 67904 18947 21789 23683 Equations: M'= ['CflC"-S 12 2 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916,3440 Fax: 949.916.3445 www.spirestructures.com 0 23 3 40 4G 0 0 c 3 0< N st O 3 0 to N co N r En co N m c C (0 03 0 O 2 3 E. N 1(11 W A co 00 (4�x1 S44E'916'646 :Yed Timber Post Capacity, kips Lumber Grades Gimeneian Lumber- v., Beams/El/x.5n= us 01. poslsairtoem= of a1 •I BaM ear Pvet Fc (psi) E(kall 1350 1600 925 1600 1000 1600 0.822E min' t+r,it. 1+r5 1° F.9' ; T 2c e= 09(sawn lumber/ !M A' „0. , 31rrt 06 F, wl Mogan Length (R) P. dean e. p 4 1 4 ) 6 0 10 tt 13 14 1 1e IS 20 ¶ n 24 25 iL 36 625 .456 204 e9 115 14,6 1053 Sten9 eA 43 4.7 -0) 30 04 3.0 17 1A 11I 33 24 63 Weak 2.3 15 1.1 33 24 278 9.3 110 2'[9 1485 SM1on7 11.4 11.1 156 g.) 6.7 )). 67 ],e 5.1 ].9 3.0 'L4 2.0 1.7 52 30 6.3 Weak 3e 2 4 1.7 2x8 109 1.05 30.2 1418 Stony 15.1 I 14.3 13.9 135' 1Z6 61.) 10.8 e,8 3.0 65 5.3 dal l] ].1 R.? 2.3 2.1 56 50 63 Week d] 3.1 22 5.9 50 77l0 ,]8 ,so 365 1350 Stang 154 14.3 IS nn 17,4 10.9 1SA 116 101. 114 11,8 100 6.5 73 62 54 I.? 42 8.7 6.3 6.3 Weak 59 4.0 28 6.7 63 2712 (5. a 1 D 469 1350 Stang 221 22.4 n2 22.1 'l1.7 214 211 20.1 MD 181 17.2 156 13.7 120 105 93 82 ]2 10.5 10.5 ?.? ]) 63 Weak ).7 4.8 34 8e4 09 1ns '4'6 1553 Stony 11A e.6 se 62 5.0 4.1 39 2a 24 1a 55 40 104 Weak 56 ' 9.2 46 3.5 27 22 19 55 4A 376 (39 1.10- 22.9 104 185 Stnnv 191 114. 125 16.1 14.6 12J 142 6.7 84 6.5 5.1 4.4 33 28 a 63 Weak 131 67 72 5A d3 34 2BIr 66 6.3 3x8 19.1 105 302 14,8 Stang 250 'H,5 2].5 pt n4 20.0 10..6f 17.9 10.3 1].] 10.8 89 ]4 6.2 52 4.5 39 34 Ill 03 104 Weak 17.1 4Z7 94 72 56 45 3? 110 83 3710 23.1 400 365 1350 Siren° 34,7 90,4 30.0 291 M0 252 27.3 M] 25,4 22A 164 14.6 141 121 104 90 -. l0 69 165 105 104 Week i; 153 115 9.1 ),1 67 47 Id5 105 3512 291 1.0 46.9 (040 Strong 2)A ' 43 31,0 24,7 ]81 34,7 MA 24.3 254 31A 2V 36.e 222 20.0 Iie 154 130 121 176 12.8 (04 Weak 25.0 104 14.5 11.1 86 69 5) 176 12.9 4,.4 12.3 115 14.6 1553 SM1ong 161 I3.5 . 10.0 57 7.0 5.) 47 19 6] 2,5 /] 56 476 (03 110 22.9 1485 Strong 27,0 MO 24.5 226 M$ 17.0 f51 138 1!I 9.1 7.1 57 47 3.9 120 08 146 Weak 24.0 26,7 163 111 109 89 ].4 61 52 39 120 8,9 4x4 254 Iv302 1415 Stony 36.0 343 65.6 DZ4' ]1A M.].. .31.] 26.1 ne 16,7 152 124 1D3 0fi ]3 6] 55 a9 159 116 146 Weak 301 11.5 21.1 '. 17,7 143 117 0.7 S.1 e9 5.1 15,.9 11 6 4010 324 1,00-- 146 1350 Stony 450. 4S2�66 12,1 414 40,5 305 3e.3 30.5 35,2 11.9 21.2 232 198 169 148 120 110 0? 20.2 14.6 Weak 3),5 62 27a 225 10.1 145 123 10.3 87 65 202 id a 4,12 394 10 40.0 050 00on9 522 4 523 512 814 502 46 3: 456 44.0 461 459 401 431 31➢ M1 2I6 216 151 1fi5 _-2d 5j__ 245 190 146 Weak 461 400 13.4 271 22.0 15.0 449 125 106 79 180 6x6 303 100 22.9 1000 Strong 252 :MS 21A 20.4 24A 23.1 211 la i6.9 134 10.7 8.7 ]2 60 189 13.9 678 411 31] 1000 ove59 ' 40.5: 40.1 ]56 34,} 3Z5 MO 051 13.2 31,9 272 21.9 201 17 0 144 124 10.7 93 B.2 25,6 18,8 1 229 Weak 30 25.9 r,.. 381 354 H�.. 24.5 25.8 230 163 146 115 96 82 256 188 8710 023 1.0 39,6 515 Strong 4)3 44 - 47.2 45.2.: 452 46.0 441 43,0 425 401 37.1 335 29,8 26.2 23.1 203 17.1 155 32? 7,e 229 Week 459 452 44.4w 42.2 455„ 31.. .. 54.53, 6 264 229 4.9 123 103 8712 633 1, 00 479 925 55en9 51 49 6),9 67.2 655 556 55.2 56.1 543 32A,. 590 41 4,6 40,1 364 328 295 26.8 3F5 288 229 Week 144 I$.4 566 30,3 460 446 42.t 363 344 276 222 15.1 14.0 12.5 35.5 288 9x0 56.3 1.70 31.3 1000 05an9 552 541 j59 ' . 528 61,0 50.0 433 450 431 55,0 324 274 23.1 15.7 10.9 146 127 11.2 352 257 Notes 1. Refer t02Wi NOS for design queUms end values. 2 Ss'ss values are forstong axis bucging. we0k Vaues are for weak axis II cling. 3. Shaded values exceed allowable hearingapopry assummg6',sdo wood belaw(<en 1005558 db00. 3 L max 50d555o g axis.. or 051week xis. 4. 61ankv4ues indicate Lein 50 wLefb 50. 0 m 6i 03 0 Q Q 900Z/171/90 07.175 Hoag Advanced Tech a Sheet: sp STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 5 Calc By: MVH Date: 08/14/2008 'y' 121 $ih t 46 t/69 H! pep ) k-Fr 4 ; a(>/: 1l9 = nr(iku)(l OfZ = oki ftob(1441) r1 1k lee set r k T t0.6�` 9. rt_ l 44 Ir 16 9= YID 4) to ado Lea fr. +1.Z' I D f. ssr✓I L•L9 -z 174' 174% = 71` (rfw� r el-t = 14.1Jtr 460 I f 6 wl vt-Mi d = l a 4Oro!) 1 pip- air' = yet coo tkAr, IswW 940 l31 ok. Cor ' I 7172'174D/z 19z 3-f 117pfI Dk Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: sp STRUCTURAL lI RE ENGINEERING Job: 07.175 Hoag Advanced Tech 6 Calc By: MVH Date: 08/14/2008 `�-r-vfs'w OM supetriti (aRT1V 5t TON5 += r't Inv t 4J 15F PIP BM reF 12W4-IONS vt\ r t 44"4- 10Wm/ cb( t �A' 5'4xtt 5g4tt; 57 / etft ,v4 Mir FIG. IZVAttloN= 11,214 -►- () 6."‘61b3r (s) 11-o"wx 11-611r1t« tioxrt rr4 GArrtt T ( 6pc6 rost = 16,1'4 & IZFr }.) 175,5t414 , 13.(- S15' A,s' WriSsr CkSE-r.9J,21` rACT10M <2,ik._.y_ (E)G$66 M/t% t,scrww' 111z- <16,&' 11.014- `V5bab rOs1S1 V Sark- M7 t3,ltrl8s'): 2k,c? Pt -tno ' il,Al`( 55.)t (1323) , �$ (1800) tL01 ) �1240 240 19"r: tssroLiv Us 5ttsi/6L, v, = 4.5t` N1=3fl$+t t=i-;Riptif v/ Opt 1.25 15 E 31-66" satFr6 9 II I" V fl '"/I 'S Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 www.spirestructu res.com Fax: 949.916.3445 September 16, 2008 S P RE ,, ENGINEERING STRUCTURAL Orange County Sacramento STRUCTURAL DESIGN CALCULATIONS ADVANCED TECH PAVILION CITY OF NEWPORT BEACH BUILDING DEPARTMENT 07.175 APPROVAL OF THESE PLANS DOES NOT CONSTITUTE E;PRFsS OR IMPLIED VET' C 1 CON TRECT d II i t G Hi VIOLA DONNE iiDR C 3TENT One Hoag Drive Building 47 " Li R A `TI ° "E OE i " THIS Ar TE L E U ,A IDU S ' iii IN co t J CITY. BJ LL.Nt AND ZONiND n r i t pry iciES, Newport Beach, CA T E. BEAGr URSr RVP Err �IF.APLANS BE SE1EtSIDINGA STRUCTURE RITION iF T _i 614 PLANE ORDINAFORE. ES, PLANS S AETER CONSTRUCTION. l.... IT < < ' 2Y r !FLY WITH THE 0 OkDINA@CES, PLANS AND POLICIES OF THE CITY OF NEWrORT BEACH. PERMITTEE'S ACKNOWLEDGEMENT: Project Description: Provide structural engineering services for a site CMU wall, P P (SIGN/THEE) .� 'RLT_ NIGNST.TAS DATE APPROVAL TO ISSUE DATE: 09-16-08 Orange County 23441 SOLO Paine Odve, Suite 245, Lawn Ella, California 92653 Tel 949.916.3440 Saeramanto 900 J Street 41n Floor, Sacramento, California 95814 Tel: 916.760.7967 wevrepimatru ttres.com Fax 949.916.3445 Fax: 916.760.7976 5 a 2 3 0 0 0 yyN co N-34 0 SITE\0CATIO • • • Active Fault Near -Source Zones This map Is Intended to be used In conjunctlon with the 1997 Unform Building Code, Tables 16-8 and 167 N-34 California Department of Cons Division of Mines and Geology LEGEND See impended legend minds( me0 Shaded zone. in wit, 2 Ian of know .a.w e.1M... ■ A fault B fault Cmweul. .t Omit emmcnt& detest* to known .dumb .m..ee. 5km ..••••••..„......... •••...... 10 5 it rnete� rs 15 me m?.iesNewteo wo sc ear km krr 1 f 0 CO 03 0 w 0 CO 2 v 0 0 SPJRE il� ENGINEERING Sheet: Job: 07.175 Hoag Advanced Tech 2 Calc By: MVH Date: 09/16/08 Free Standing CMU Wall Ca = Ip= Fp = 0.57 1.0 0.29 Wp Velocity = 70 mph Exp = C Cq= 1.4 C, = 1.06 q, = 12.6 psf P = 18.7 psf Material = CMU t= 7.63in fp, = 1500 psi Ep, = 1125 ksi CBC 2106.2.12.1 Insp = No Fb = 333 psi CBC 2107.2.6 F, = 31.9 ksi CBC 2107.2.11 E, = 29000 ksi CBC 2106.12.2 n = 25.8 W = 84. psf Waddl = 10 psf Fp = 26.8 psf H, = 4.5 ft V= 121 Lbs/ft M= 271 Lbft/ft d = 3.81 in Vert = #5 @ 32 in oc Hor = #4 @ 32 in oc k = 0.20 CBC 2107.2.15 = 0.93 CBC 2107.2.15 fb = 201 psi CBC 2107.2.15 f, = 7.9 ksi CBC 2107.2.15 Footing Design di = G= L= F= Wry9 = P= M= e= X= SB = 1.00 ft 1.50 ft 2.50 ft 121 Lbs 563 Lbs 1080 Lbs 573 Lb ft 0.53 ft 2.16 ft 1000 psf .fb = b k f M A,jd SBan = CMU BLOCK HORIZ RENIFT VERT RENIF- U ty 1-� 3" CLR = 0.00095 Ph = 0.00164 2000 psf (1500x4/3) k=V(np)2+2np-np j=f_3 L As/bt 0.0013 0.0008 0.0021 REINF PP Orange County 23441 South Point Drive, Suite 245, Laguna Hills, Califomia 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.sptrestructures.com sp STRUCTURAL Orange County April 8, 2008 RE ENGINEERING Sacramento STRUCTURAL DESIGN CALCULATIONS (Revision for PET Setup Shielding Walls) ADVANCED TECH PAVILION 07.175 One Hoag Drive Building 47 Newport Beach, CA Project Description: CITY OF NEWPORT BEACH BUILDING DEPARTMENT APPROVAL OF THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLIED AUTHORIZATION TO CONSTRUCT ANY BUILDING IN VIOLATION OF OR INCONSISTENT WITH THE ORDINANCES, PLANS, AND POLICIES OF THE CITY OF NEWPORT BEACH. THIS APPROVAL DOES NOT GUARANTEE THAT THESE PLANS ARE IN ALL RESPECTS, IN THE PTY OF NEWPORT BEACH RESERVES ZONING THE RIGHT TO REQUIRE ANYANDPOLICIES, Y PERMITTEE TO REVISE THE BUILDING STRUCTURE OR IMPROVEMENT AUTHORIZEONBY THESE PLANS BEFORE, DURING OR AFTER CONSTRUCTION, IF NECESSARY TO COMPLY WITH THE ORDINANCES, PLANS AND POLICIES OF THE GI T Y OENEWPORTREACH. PERMITTEESACKNOWLEOGEMENTE 9EN":1:11EHT... SIGNAL& E.' 6ac F. (SIGNATURE) BY __ APPROVAL TOISSUE DATE Provide structural engineering services for support of imaging equipment and structural modifications of existing one-story wood -framing building. 04-08-08 Orange County Sacramento 23441 South Pointe Drive, Suite 245, Laguna Hips, California 92653 Tel: 949.916.3440 900 J Street, 4th Floor, Sacramento, Califorria 95814 Tel: 916.760.7967 Fax: 918.760.7976 vevw.epireatruotwea.com Fax: 949,916.3445 Sheet: SP STRUCTURAL EZE ENGINEERING Job: 07.175 Hoag Advanced Tech 57 Calc By: MVH Date: 02/27/08 te sits our, (uMw) WAIA- 1.0 As 4- w)(1,0 tan talEtve is (1 t) 1- �� r ,a ,i) I = O A •-t \/r of?(o(.5T)(1,o)1,y/ t 5,21 Vitt Fr(hvet) (0i59-tdst )\��= o,iz 4 -5 j4W4\fiv 4 1A1W iSTIM 5 vnwi sT1,, rI 6?rvft �fU ' tttc- 61( k2 sputs Hoc- d' 38'F (2¢q.*F}'t(tvt » A. Xil,._5 ) 12- 1 ea* ,o>3f 4i Copts ILO 54 ty'Us t: 362512S-33 0 1b sc1 tt t Ika. = 154 t=1141"Pr Ho; 3 �1bt� IN . q,= 2Z,.5. D,oll2 o$' 4.O,2.5u MPW (o.4-z) —± LI5 a0 ratI,og' w/1 Lfiticle.tc, $1 a`►t1Gi1 & 14c wt. Lam' g Orange County 23441 South Point Drive, Suite 245, Lagu a Ils, California 92653 Tel: 949.916.344' www.spirestructures.com Fax: 949.916.3446 CITY OF NA/A./PORT AF4CH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O.BOX 1768, NEWPORT BEACH, CA 92658 (949) 644-3275 PLAN CHECK REPORT Project Address: AT P Rao 5-7 AA Date: I a \2108 Plan Check No.: 2054'07 Plan Check Engineer: 5• kusik Phone: 949-644-3a.8s Applicant to indicate in column at right where the correction was made on the plans. No. Correction Location on Plans 'J 4lt ?tank 5&a l Ge . t4x2.+ir sLck. PVT" or) 3bx(AV " m-) CA-NoP1 Pl/N.)5 kge gn ,.1 2� eZe. . ikt c. P.e>r -Q - g 7a ..0 2Artt1- rni - Ono. 1 ar Lheti --anar� Dunn 3 5 1cSaa-VS-h ,817 I M i to 4-4 Sotk r^/Vei 1�T8 MC iv: s 3wT n1VN s) .- l5.04. 1 nJ1' 'In° ^,nmV a31llwua3d 1W Qju1l r ' nkin RH1 JO ),.0 3^- lvId sNVNI@lo ra O I"� j 1A 3H1 N11IDAr H 4 5%f(IYIIAt 3) 5 Patrz-cQs - s ,, ,, ' i„, � -, �^-� �'�'�`% 9 �. .ram SGGh. alra.t - Q 1� 1nCock' t— O,4, .,_ uC '1 W✓ill-i Pettr e Ctrx..kQCEO-N. aS �-az - kps Cle Pms+s 1S -�r lruall.S o,la ly l--off • l 0.1q )/ft-O49b ,3)k-of6 Ofi-knpiti s) kieLvtat4 aLP off —t act. �) —i" (0XVZZILvoice, 61 aittioakceA 4 aZ - A - o`1 siie 4-con Ce-Fif k. s4 -A-0--oil-4-tat skald- (9444-t-1- 1k..Q.0-(26(..LA Co.a.huyei cloiGkSSj/A.:pi. Gu. u A Forms\P ckreport 09/19/08 .3 sp STRUCTURAL Orange County February 27, 2008 RE I I ENGINEERING Sacramento STRUCTURAL DESIGN CALCULATIONS ADVANCED TECH PAVILION 07.175 One Hoag Drive Building 47 Newport Beath, CA Project Description: Provide structural engineering services for support of imaging equipment and structural modifications of existing one-story wood -framing building. CITY OF NEWPORT REACH BUILDING DEPARTMENT APPROVAL Of THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLIED AUThORZATION TO CONSTR.UCTANY BUILDING IN TROLATION Of OR INCONSISTENT WITH HE ORDINANCES. dCES PLANS. S AND POLICIES _t THE CITY OF NEWPORT BEACH. THIS APPROVAL DOS PJT.,T GUARANTEE THAT THESE. PLANS ARE IN ALL RESPECTS, IN COMPLIn JCE VUTH CITYPOI. 1 IC AND ZONING ORDINANCES PLNSAND POLICIES, THE CITY OFNRL ERVES THR PUTTIT TO R=r F SET REVISE BUILDING STRUCTURE TIFF IMPROVt_dk^.T AUTHURIED/YTHESE PLANS SEDINAN ES PLAID AFTER CONSTRUCTION 6 NECESSARY TO COMPLY WITH THE TPOLICIES OF THE CITY OF NEWPORTREACH. PERMITTEE'S ACKNOWLEDGEMENT PE NT PU_L'.:1J�±.K$ 61f� fN 7UNE �E_NgRAL SfjyJlC S__--- Eg LRAE;L Eii llf_G__ 8Y: (SIGNATURE) GATE APPROVAL TO ISSUE DATE: Orange County Sacramento 23441 South Pointe Drive, State 245, Lagw Hipa, Califonia 92653 900 J Sheet, 4th Floor, Sacramento, California 95814 wvm.apirednsaaea.com Tet 949.916.3440 Fax: 949.916.3445 Tel: 916.760.7967 Fax: 916.760.7976 Active Fault Near -Source Zones This map is intended to be used in conjunction with the 1997 Unitomi Building Code, Tables 16-8 and 16-T vinoa iuti w N-34 go 2 a N-34 California Department of Conservati Division of Mines and Geology LEGEND See expanded legend and Index map Shaded zone are nahM 2 Ian of known seismic .tierce. III A fault cp,:r 8 fault Conran ol doses, hmizental distance lo known meanie source& — 5 km 5 15 rr krr 1 Kilometers ra approximateir «we ' tu August. 1097 Lii 0 a) co '75 --1 co --J --4 0 a) cc) CL CD 0. CD r SP STRUCTURAL RE ENGINEERING Sheet: Job: 07.175 Hoag Advanced Tech 2 Calc By: MVH Date: 02/27/08 Unit Loads Roof Loads Slope = 0 :12 Interior Walls Roof Dead Load Roofing + reroof 1 /2" shtg 2x12 RR @ 16"oc Suspended ceiling Insulation Sprinklers 4.4 psf 1.6 psf 3.1 psf 2.0 psf 1.0 psf 1.0 psf Misc 0.9 psf Correction for slope Total at rafters Roof Live Load 0 - 200 SF 201 - 600 SF >600SF 20.0 psf 16.0 psf 12.0 psf 1/2" gypsum board (2 sides) 2x4 Studs @ 16"oc R-19 Batt insulation Mech/Elec/Misc 5.00 psf 1.00 psf 1.00 psf 1.00 psf Total Exterior Walls .00 7/8" stucco 1/2" sheathing 2x6 Studs @ 16"oc R-19 Batt insulation 1/2" gypsum board Mech/EleclMisc Total 10.0 psf 1.6 psf 1.5 psf 1.0 psf 2.5 psf 0.4 psf 17.0psf Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 3 Calc By: MVH Date: 02/27/08 Seismic Loads DESIGN BASE SHEAR: (2001 CBC, Section 1630.2.1) Site Information: ZONE = Zone a 988 J SEISMIC IMPORTANCE FACTOR (I) = Standard occupancy Lateral System for Ct calculation = Other Buildings MAX. OVERALL HEIGHT (hp) = 15.0 ft T = Ct(hn)314= 0.15 sec TB = 0.15 sec SEISMIC SOURCE TYPE = B V SOIL PROFILE TYPE = SD mr DISTANCE TO SOURCE _ < 3 V km Na= 1.30 Nv= 1.60 Design Base Shear: LATERAL FORCE RESISTING SYSTEM = Wood Bearing Walls —(T lV RT v _ z.S('"I w R t, 0.EZN,/ W R 1.00 0.020 (Table 16-1) (Table 16-K) (Table 16-N) (Eqn. 30-8) TB max = 0.20 sec (Sec 1630.2.2) er (Table 16-J) Ca= 0.57 (Table 16-Q,S) C„= 1.02 (Table 16-R,T) R = 5.5 Ultimate Allowable 1.221 Wp = 0.872 Wp 0.260 Wp 0.093 Wp 0.186 Wp = 0.066 Wp V 0.200 W, 0.186 W, Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 4 Calc By: MVH Date: 02/27/08 Seismic Loads LATERAL FORCE ON ELEMENTS: (2001 CBC, Section 1632) SEISMIC IMPORTANCE FACTOR (Iv) = Design For Total Lateral Force: F = aC'7p 1 3h Ry h,) 0.7C,7„Wn Fra,.=4C,IQWv F, Coefficient ASD jV Eqn. 32-2 Eqn. 32-3 Eqn. 32-1 1.00 (Table 16-K) hx h, ap Ro t • {1t) 0.00 0.20 0 40 o.60 0,60 1.00 1.0 3.0 0.37 0.29 0.29 0.30 0.38 0.46 0.54 1.0 1.5 0.02 0.29 0.44 0.60 0.76 0.93 1.09 1.3 3.0 0.21 0.29 0.29 0.39 0.50 0.60 0.71 1.5 3.0 0.13 0.29 0.33 0.45 0.57 0.69 0.82 2.5 3.0 -0.05 0.34 0.54 0.75 0.95 1.16 1.36 2.5 4.0 0.04 0.29 0.41 0.56 0.72 0.87 1.02 h' = transition height between Fv min and Fv calculated. h„ = height used for calculation hr = roof height av = Rv = Table 16-0 Item 1.0 typical unless noted otherwise 1.3 emergency power supply systems and essential comm equip. 3D 1.5 anchorage of conc/masonry walls to flexible diaphragm 2.5 Unbraced parapets 1A penthouse (not extension of structural frame) 1 B ornamentations and appendages 2A unbraced chimneys, stacks and trussed towers above roof 2B signs and billboards 2C storage racks (> 5 ft tall) 2D flexible equipment anchored below center of mass 3C flexible components (nonductile or ductile) 4C,4D 1.0 attachments with adhesive or nonductile material 1.5 rigid components with nonductile materials or attachments 4B Flexible components with nonductile material or attachments 4D shallow anchorage (< 8 bolt dia. Embed) 3.0 typical unless noted otherwise 4.0 penthouses and storage racks Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spi restructu res.com 944£'91.6'646 :Xe4 Wind Loads (2001 CBC, Section 1620) J Design Velocity =.70 PH _ M Stagnation pressure, q,= 12.6 psf Importance factor, I„= _1.00_ Exposure category = EXPOSURE C Structure or Element Figure 16-1 Table 16-F Table 16-K P = C, C, q,1„ Eqn. 20-1 Height. (ft Ce 15 1.06 20 1,13 25 1.19 30 1.23 40 1.31 80 1,43 80 1.53 100 1.81 120 1.87 160 1.79 200 1.87 300 2.05 400 2.19 Cq Direction a- 8 a E Vert Proj Area (< 40 ft tall) 1.3 17.4 18.5 19.5 20.1 21.5 NA NA NA NA NA NA NA NA Hor. any dir. Vert Proj Area (> 40 ft tall) 1.4 18.7 19.9 21.0 21.7 23.1 25.2 27.0 28.4 29.5 31.6 33.0 36.2 38.6 Hor. any dir. Horizontal Proj Area 0.7 9.3 10.0 _ 10.5 10.8 11.6 _ 12.6 13.5 14.2 14.7 15.8 16.5 18.1 19.3 Up 2. Elements and Components not in areas of discontinuity Wall Elements All Structures 1.2 16.0 17.1 18.0 18.6 19.8 21.6 23.1 24.3 25.3 27.1 28. 3 31.0 33.1 In Enclosed Str. 1.2 16.0 17.1 18.0 18.6 19.8 21.6 23.1 24.3 25.3 27.1 28.3 31.0 33.1 Out Part. Enclosed Str. 1.6 21.4 22.8 24.0 24.8 26.4 28.8 30.8 32.5 33.7 36.1 37.7 41.3 44.2 Out Parapets 1.3 17,4 18.5 19.5 20.1 21.5 23.4 25.1 26.4 27.4 29.3 30.6 33.6 35.9 In or out Roof Elements (other than artially enclosed structures) Slope <7:12 1.3 17.4 18.5 19.5 20.1 21.5 23.4 25,1 26.4 27.4 29.3 30.6 33.6 35.9 Out Slope > 7.12 to 12:12 1.3 17.4 18.5 19.5 20.1 21.5 23.4 25.1 26.4 27.4 29.3 30.6 33.6 35.9 In or out Slope>12:12 1.2 16.0 17.1 18.0 18,6 19.8 218 23.1 24.3 25.3 27.1 28.3 31.0 33.1 In or out Roof Elements (partially enclosed structures) Slope < 2:12 1.7 22.7 24.2 25.5 26.3 28.1 30.6 32.8 34.5 35.8 38.3 40.1 43.9 46.9 Out Slope 2:12 to 7:12 1.6 21.4 22.8 24.0 24.8 26.4 28.8 30.8 32.5 33,7 36.1 37.7 41.3 44.2 Out 0.8 10.7 11.4 12.0 12.4 13.2 14.4 15.4 16.2 16.8 18.0 18.8 20.7 22.1 In Slope > 7:12 to 12:12 1.7 22.7 24.2 25.5 26.3 28.1 30.6 32.8 34.5 35.8 38.3 40.1 43.9 46.9 In or out Slope> 12:12 1.6 21.4 22.8 24.0 24.8 26.4 28.8 30.8 32,5 33.7 36.1 37.7 41.3 44.2 Out 1,2 16.0 17.1 18.0 18.6 19.8 21.6 23.1 24.3 25.3 27.1 28.3 31.0 33.1 In 3. Elements and Components In areas of discontinuity Wall corners 1.5 20.0 21.4 22.5 23.2 24.8 27.0 28.9 30.4 31.6 33,8 35.3 38.7 41.4 Out 1.2 16.0 17.1 18.0 18.6 19.8 21.6 23.1 24.3 25.3 27.1 28.3 31.0 33.1 In Roof ridges eaves and rakes Slope < 2:12 _ 2.3 30.7 32.7 34.5 35.6 38.0 41.4 44.3 46.7 48.4 51.9 54.2 59.4 _ 63.5 Up _ Slope 2:12 to 7:12 2.6 34.7 37.0 39.0 40.3 42.9 46.8 50.1 52.7 54.7 58.6 61.3 67.2 71.7 Out Slope> 7.12 to 12:12 1.6 21.4 22.8 24.0 24.8 26.4 28.8 30.8 32.5 33.7 36.1 37,7 41.3 44.2 Out Slope> 12:12 1.6 21.4 22.8 24.0 24.8 26.4 28.8 30.8 32.5 33.7 36.1 37.7 41.3 44.2 In or out Overhangs at Slope <2:12 2.8 37.4 39.9 42.0 43.4 46.2 50.5 54.0 56.8 58.9 63.2 66.0 72.3 77.3 Up 4. other Chimneys, misc. 1.4 18.7 19.9 21.0 21.7 23.1 25.2 27.0 28.4 29.5 31.6 33.0 36.2 38.6 Any dir. O Q 0 N (0 0 N3 N v 03 07.175 Hoag Advanced Tech Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 6 Calc By: MVH Date: 02/27/08 Wood Beam Capacities Sawn Joists/rafters/studs Grade Data Grads . Fe Psi " Fr Psi Psi . wo F.. E OF SS 1500 1000 95 625 1700 1900 DF#1 &Btr 1200 800 95 625 1550 1800 DF #1 1000 675 95 625 1500 1700 DF #2 900 575 95 625 1350 1600 _ DF #3 525 325 95 625 775 1400 Member Data Slag Cr rs CI, n Crw bti in in. ire itt4 ti.? ly in ,. 2x4 1.50 1.50 1.15 1.50 3.50 5.3 3.1 5.4 1.31 1.0 2x6 1.30 1.30 1.10 1.50 5.50 8.3 7.6 20.8 2.06 1.5 2x8 1.20 1.20 1.05 1.50 7.25 10.9 13.1 47.6 2.72 2.0 2x10 1.10 1.10 1.00 1.50 9.25 13.9 21.4 98.9 3.47 2.6 2x12 1.00 1.00 1.00 1.50 11.25 16.9 31.6 178.0 4.22 3.2 3x4 1.50 1.50 1.15 2.50 3.50 8.8 5.1 8.9 3.65 4.6 3x6 1.30 1.30 1.10 2.50 5.50 13.8 12.6 34.7 5.73 7.2 3x8 1.20 1.20 1.05 2.50 7.25 18.1 21.9 79.4 7.55 9.4 3x10 1.10 1.10 1.00 2.50 9.25 23.1 35.7 164.9 9.64 12.0 3x12 1.00 1.00 1.00 2.50 11.25 28.1 52.7 296.6 11.72 14.6 4x4 1.50 1.50 1.15 3.50 3.50 12.3 7.1 12.5 7.15 12.5 4x6 1.30 1.30 1.10 3.50 5.50 19.3 17.6 48.5 11.23 19.7 4x6 flat 1.30 130 1.10 5.50 3.50 19.3 11.2 19.7 17.65 48.5 4x8 1.30 1.20 1.05 3.50 7.25 25.4 30.7 111.1 14.80 25.9 4x10 1.20 1.10 1.00 3.50 9.25 32.4 49.9 230.8 18.89 33.0 4x12 1.10 1.00 1.00 3.50 11.25 39.4 73.8 415.3 22.97 40.2 Material = DF *2 • n Fh = 900 psi Fv= 95 psi E = 1600 ksi FS F�C,,CF,C,S 12 12 2 Sae Wp.6elbrCt..1.00andt,- 1110.1ft)forC,'1.15aidtgs. 1.06 1.15 C 1.25 Y4t.bs)forCa' - 1.011 - 1.15 1.25 1.00 t.15 125 2x4 345 396 431 396 456 495 333 382 416 2x6 737 848 922 848 975 1060 523 601 653 2x8 1183 1360 1478 1360 1564 1700 689 792 861 2x10 1765 2029 2206 2029 2334 2537 879 1011 1098 2x12 2373 2729 2966 2729 3138 3411 1069 1229 1336 3x4 574 660 718 660 759 825 554 637 693 3x6 1229 1413 1536 1413 1625 1767 871 1001 1089 3x8 1971 2267 2464 2267 2607 2833 1148 1320 1435 3x10 2941 3382 3677 3382 3890 4228 1465 1684 1831 3x12 3955 4548 4944 4548 5231 5685 1781 2048 2227 4x4 804 924 1005 924 1063 1156 776 892 970 4x6 1720 1979 2151 1979 2275 2473 1219 1402 1524 4x6 flat 1095 1259 1369 1259 1448 1574 1219 1402 1524 4x8 2989 3438 3737 3438 3954 4297 1607 1848 2009 4x10 4492 5166 5615 5166 5941 6457 2050 2358 2563 4x12 6091 7004 7614 7004 8055 8756 2494 2868 3117 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RJE ENGINEERING Job: 07.175 Hoag Advanced Tech 7 Calc By: MVH Date: 02/27/08 Wood Beam Capacities Sawn Beams G ade Data - Beams and Stringers Grads F. psi :.. Ft ...psi : F, _..:.Psi F•r„• Psi F. Psi E ,... lal DF Dense SS 1900 1100 85 730 1300 1700 DF SS 1600 950 85 625 1100 1600 DF Dense 41 1550 775 85 730 1100 1700 OF #1 1350 675 85 625 925 1600 DF Dense #2 1000 500 85 730 700 1400 DF #2 875 4251 85 625 600 1300 Grade Data - Posts and Timbers Grad .. Ft, PSI F, Psi F, ,PSI F•Pot Pal F. Psi E. DF Dense SS 1750 1150 85 730 1350 1700 DF SS 1500 1000 85 625 1150 1600 DF Dense #1 1400 950 85 730 1200 1700 DF #1 1200 825 85 625 1000 1600 DF Dense #2 850 550 85 730 825 1400 DF #2 750 475 85 625 700 1300 Member Data 8W Cs b .l bi d N A In' S In' I in/: 6x6 1.00 5.50 5.50 30.3 27.7 76.3 6x8 1.00 5.50 7.50 41.3 51.6 193.4 6x10 1.00 5.50 9.50 52.3 82.7 393.0 6x12 1.00 5.50 11.50 63.3 121.2 697.1 6x14 0.99 5.50 13.50 74.3 167.1 1127.7 8x8 1.00 7.50 7.50 56.3 70.3 263.7 8x10 1.00 7.50 9.50 71.3 112.8 535.9 8x12 1.00 7.50 11.50 86.3 165.3 950.5 8x14 0.99 7.50 13.50 101.3 227.8 1537.7 8x16 0.97 7.50 15.50 116.3 300.3 2327.4 Beam Members Material = DF x1 .' Fe = 1350 psi (B&S) Fc= 1200 psi (P&T) F, = 85 psi Beam/Post Capacities &T &T &S &S 8S &T &T &S &S &S F,C'nC',:S _ 27, A 12 3 PAT or 888 Fe: psi M'(Lb *nor Co• V'(Lbs): brC •Size 1.00 1.15 1.25 1.00 1.15 1.25 6x6 P&T 1200 2773 3189 3466 1714 1971 2143 6x8 P81 1200 5156 5930 6445 2338 2688 2922 6x10 688 1350 9307 10703 11634 2961 3405 3701 6x12 688 1350 13638 15684 17048 3584 4122 4480 6x14 888 1350 18550 21333 23188 4208 4839 5259 8x8 P&T 1200 7031 8086 8789 3188 3666 3984 8x10 P&T 1200 11281 12973 14102 4038 4643 5047 8x12 688 1350 18598 21387 23247 4888 5621 6109 8x14 688 1350 25296 29090 31620 5738 6598 7172 8x16 888 1350 32838 37764 41047 6588 7576 8234 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: sp STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 8 Calc By: MVH Date: 02/27/08 Wood Beam Capacities Glulams (Western Species) Grade Fi* psi :F.- : "psl ' F.r•r Psi Fv . psi _ t kg Fsr. , psi Fawn psi f.,_ PM E, kW F, >` pei F. ..;pd, tag , 101 24r-VA ir 2400 1850 650 165 1800 1450 560 145 1600 1100 1650 1700 Note that V8 is similar with Fb- = 2400 psi GLS Size 0 'd ins Weight ht pit.. S ins 1 l 4 It lbftfor Ca• :,.. Y,kb1orCp' 1.00 1.15 1.25 1.00 ':1.15 51/8112 31/8 x 10 1/2 • 5.13 12.00 61.5 14.9 123 738 24600 28290 30750 6765 7780 8456 • 3.13 10.50 32.8 8.0 57 301 11484 13207 14355 3609 4151 4512 51/8 x 12 • 5.13 12.00 61.5 14.9 123 738 24600 28290 30750 6765 7780 8456 51/8 x 13 1/2 xr 5.13 13.50 69.2 16.8 156 1051 31134 35805 38918 7611 8752 9513 51/8 x 161/2 5 1/8 x 18 5 1/8 x 19 1/2 V 5.13 16.50 84.6 20.6 233 1919 46509 53486 58137 9302 10697 11627 - 5.13 18.00 92.3 22.4 277 2491 55350 63653 69188 10148 11670 12684 • 5.13 19.50 99.9 24.3 325 3167 64959 74703 81199 10993 12642 13741 51/8 x 22 1/2 • 5.13 22.50 115.3 28.0 432 4865 86484 99457 108105 12684 14587 15855 51/8 130 • 5.13 30.00 153.8 37.4 769 11531 153750 176813 192188 16913 19449 21141 16 3/4 x 12 • 6.75 12.00 81.0 19.7 162 972 32400 37260 40500 8910 10247 11138 [kLS Size..; C,for seen (ft) 10 20 30 40. 50 60 70 . 110. 90 109 5 1/8 x 12 1.00 1.00 0.96 0.94 0.92 0.90 0.89 0.87 0.86 0.86 3 1/8 x 10 1/2 1.00 1.00 1.00 1.00 0.98 0.96 0.94 0.93 0.92 0.91 5 1/8 x 12 1.00 1.00 0.96 0.94 0.92 0.90 0.89 0.87 0.86 0.86 5 1/8 x 13 1/2 1.00 0.99 0.95 0.93 0.91 0.89 0.88 0.86 0.85 0.85 5 118 x 16 1/2 1.00 0.97 _ 0.93 0.91 0.89 0.87 0.86 0.85 0.84 0.83 5 1/8 x 18 1.00 0.96 0.93 0.90 0.88 0.86 0.85 0.84 0.83 0.82 5 1/8 x 19 1/2 1.00 0.96 0.92 0.89 0.87 0.86 0.84 0.83 0.82 0.81 5 1/8 x 22 1/2 1.00 0.94 0.91 0.88 0.86 0.85 0.83 0.82 0.81 0.80 5 1/8 x 30 0.98 0.92 0.88 0.86 0.84 0.82 0.81 0.80 0.79 0.78 6 3/4 x 12 1.00 0.98 0.94 0.91 0.89 0.88 0.86 0.85 0.84 0.83 PC M'= 12 7rusJoist Products: 6"=2FCn 3 _ 2111 10(12) (5.125�11' L) �di b Parallam PSL Beam (see page 3 of "Parallam PSL Headers, Beams and Columns"Specifier's Guide) F1 = F" = E_ Density = 2900 psi 290 psi 2000 ksi. < 20" depth 45 pcf Foaa,F = Fc _ E_ 750 psi (Do not include Co factor) 2900 psi 2200 ksi, > 18" depth -.. b to d Crl[a A. tnr s S, m l In heIbfttor CD YLbsfor CD 1.00 1.15 1.25 1.00 1.15 125 . 5 1)4 x 9 1/4 • 5.25 9.25 1.03 48.6 75 346 18623 21417 23279 9389 10797 11736 31/2 x 14 • 3.50 14.00 0.98 49.0 114 800 27162 31236 33952 9473 10894 11842 31/2 118 • 3.50 18.00 0.96 63.0 189 1701 43665 50215 54581 12180 14007 15225 51/4 x 91/4 51/4 x 11 1/4 • 5.25 9.25 1.03 48.6 75 346 18623 21417 23279 9389 10797 11736 • 5.25 11.25 1.01 59.1 111 623 26955 30998 33694 11419 13132 14273 5 1/4 x 14 sr 5.25 14.00 0.98 73.5 172 1201 40743 46854 50928 14210 16342 17763 _ 51/4 x22 51/4 128 7 x 9 1/4 • 5.25 22.00 0.93 115.5 424 4659 95686 110039 119608 22330 25680 27913 • 5.25 28.00 0.91 147.0 686 9604 150902 173537 188628 28420 32683 35525 • 7.00 9.25 1.03 64.8 100 462 24831 28556 31039 12518 14396 15648 7x 14 • 7.00 14.00 0.98 98.0 229 1601 54324 62472 67904 18947 21789 23683 F„C nC;S Equations: M'= 12 FCc Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com 0 m c3 0 = Lumber Grades Crandon Lumber 0'a2 Beamsi5hmgers4oa M1 Beam POSt,(imbers= 0w1 vost Timber Post Capacity, kips ce N co Fc (pse E (k50 1350 1600 925 1600 1000 1500 Kc= 0.3( E'= C/p,C, d= 4 for 'Ikon wally graded lumber) F JLIt F2c 20 c= 08(sawn lumbers 661 A 9' Ca Lmp a F. pN OxaNdn Len Ihtnl Bean 9,p51 4 s e 1 e '1 10 11 ' 12 M 14 11 A 22 24 26 24 30 62J 456 24.4 5.3 1,15 146 1553 strong e,e ba <] 9.] 30 24 20 1] 14 11 33 24 53 Weak 23 15 1.1 3.3 24 276 0,3 11 229 1485 Strong 11.5 11.1 10.5 9,7 6,] 7.1 6.7 5.e 5.1 3,9 3.0 2,4 2,0 1,] 5,2 38 5,d Weak 3fi 24 1.] 52 30 206 10.9 10. 302 14'8 S0ros9 150 14.] 14,3. 139 13.3 125 111 10,6 06 6,0 5.5 5.3 44 37 3.1 2) 2.3 21 68 50 53 Weak 47 3.1 22 60 50 44'0 139 10_ 32,5 1350 Strong 144 IS IS 0 In] 24 14.6 144 Ile 16.1 12.4 II II 10.0 0.5 Z3 62 54 4.,7 4.2 97 53 63 'Nrek 59 40 20 87 63 2.,2 100 10. ^•'9 1t0 5:905 Eb R4 E3 ]20 21.] 21.4 210 AA A.0 1LR 17 16.4 117 120 105 9.3 02 ]. t06 li 6J Weak (.2 46 34 105 Lr 304 78 11= 14,6 1653 sang 11.3 4,6 ]l 62 `_.0 41 34 28 2,4 19 5,5 4n 10,4 Weak 46 62 46 36 n 22 10 55 45 375 138 1.10 229 1485 Strang 19.3 Ibis 116 141 145 126 112 9.] 0.4 65 5.'. 4.1 33 28 0.6 5,3 10.4 'Neale 13.1 9.1 12 54 4,3 34 20 06 6.3 378 10.1 10 30.2 1418 Strang 26.0 245 23.9 Y61 221 20.9 196 17.0 16.3 13 J, 108 8.9 7 4 62 53 45 39 34 113 8.3 1C4 Weak : 17..0 127 94 ].2 56 4.5 3I 11,3 83 3510 231 10 365 1350 Strong ' 307 30.4 30,0 206 A.0 26,2 2L] 26.] M.1 T14 13.4 1e1 14,1 121 104 90 ]9 6,5 145 10.5 104 Weex 212 139 119 9.1 ].1 57 4.] 14,5 105 3410 2PG 100 469 1350 Strong , 37.6 9].1 ]]A M] 36R 35.7 : 39.0 34.3 3301 31.3 99.1 25.9 111 20.0 176 154 136 12.1 1'6 128 10,4 Weak 25,6 19.4 14,5 11,1 80 6.9 61 17 6 120 4x4 123 115 146 1553 5110111 1611 1].5 10.9 0.7 l.0 5] 47 39 33 25 J] 56 476 193 110 229 1485 Strong 27.0 20.0 21.6 226 A,3 17.9 15.6 110 118 91 ]1 57 4,7 30 120 BB 146 Week 24.0: 211 Ids la,6 109 09 '!1 62 52 3,9 12.0 98 4x0 294 1 5 302 141E 0Iron9 36.0 N.d r b.6 RA 31.0 AA 27.3 251 229 14J 15.2 124 10 3 dfi 7 3 63 55 46 1C 9 115 146 Weak 30.6 Ab 21,9 17.7 14,3 117 01 81 69 5.1 159 11,6 4e10 324 1 0 385 1350 51001y .. 43,9 42.d. Mr .1 :. M4 M.6 301 J1.3 96.6 38.2 31.3 27.2 AS 198 169 146 126 110 97 20,2 148 146 Week 37.5 329 21.6 A3 10.1 148 12,3 103 8.7 65 202 14.8 4712 394 100 469 1350 5501g 626' 623 61.6' 613 60,1 , MA 49,0. 460 46,3. 43,0 40.1 M1 -019 21.1 246 21.6 191 16,9 246 180 146 Weak ,. 16.6 40.1 13.4 27.1 22,0 110 149 125 106 ],9 246 190 806 30] 120 229 1000 Stang 202 26.6 - 21,6. 284 34,6 23.0 '. 219 169 169 134 107 61 I2 60 10.9 13.9 5x8 418 190 31.3 1000 5005n4 404 : 40.1 19.5 36.1 37.6 36.1 36.3 33.,1J 11.9 27.0, 23,8 20.1 1]0 14.4 12.4 10.7 9.3 0.2 259 180 229 Weak 39.0 39.1 37..6 - 30.0 126 31.4 20.6 250 230 18.3 146 119 90 02 258 180 6410 52,3 1, 39.6 925 Strong 41,6 47.8 41,2 4. 46.2 ate : 44.6 - 43e 42.6 402 31.1 326 298 262 211 20.3 17 9 15.9 327 230 0 22,5 Weak 46.6 al 44.6 421 40(6 21:4 33.R 316 264 22.0 10.3 149 12,3 103 327 238 6x12 633 100 4)0 925 Strong 6e.1 61.9 616 67 640 6tl3 56.7 55.1 , 64.3, 624 60.0 - 41,1 43,e 40.1 36,4 329 2a5 26,6 35 9 20,0 22.9 Weak 96B: 56.4 63.8 611 49,00 r 451 4.1 383 34.4 276 222 19.1 149 125 39,5 268 870 56,3 1.00 31,3 1000 Strong ..562 646 52,4 62.0 51.6 600 M1 ` 46,0 "43.6 36.0 324 274 23.1 19] 16.9 146 127 112 35.2 257 2 Pates I Refer to 2001 NB61or design soallana nd valuer, b 2. Strong ve9Ue5 are for strong a lzbuck9n9 weakval.s are for Weak a05b akllng. J. • S. Shaded values exceed allowable bearing eaoacay as riming simlar wood below 1¢mr account¢ for). 3T 441 A 3. L max 504 (SIN 9 axis) or 50b (weakaxkI 4 Blank values indicate Leld z 50 or Leo 50. 0 N n co L 0 0 0 Ili 07.175 Hoag Advanced Tech CO Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 1 O Calc By: MVH Date: 02/27/08 Base Shear Weight Roof Loads Location :: H ft L ft ... Area ft2 w W Mix Roof 7655 14.0 107.2 Ext. wall below 6.67 415 17.0 47.1 Int. wail below 5.60 903 8.0 40.5 Total @ roof 194.7 kips Total Weight= 194.7 kips V = 0.186 W (ASD) V = 36.2 kips (ASD) Roof Wind Loads P= 17.4 psf H ft wdiaph pif BMark ft lips w l l 13.5 234.9 104.8 24.6 Worst -case direction Therefore, seismic governs in both directions. Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL EZE ENGINEERING Job: 07.175 Hoag Advanced Tech 11 Calc By: MVH Date: 02/27/08 Wood Headers Unit Loads Floor 0= 0.0 psf Wall D = 17.0 psf L = 0.0 psf Roof D= 14.0 psf Lr= 20.0 psf WorE= 16.0psf CD = 1.00 for L 1.25 for Lr 1.33 for W/E 4x all = L/ 360 Finish = Brittle 4v all = L/ 240 Assumptions: - Use H/2 for Crib uniform Toad to header - Use header oop reaction for design of jamb Check Headers for D+L, L= TW roof = TWfir = HH = Hfir = Hr ave = wx d+I = wx d+INr = Vx = Mx = 4 all = ix red = Size = E= V' = M'x Ix = I f UPPER SUPPORT FEADER. -. CRIPPLE STUD TYP $ L - HOP SPAN 4 3 yy q� S f 'I'I II ii ,I II II II H 1 J WERSTUD TYP LOWER SUPPORT 1, 2 3 4 5 6 4.0 6.0 8.0 10.0 10.0 12.0 17.0 17.0 17.0 17.0 17.0 17.0 0.0 0.0 0.0 0.0 0.0 0.0 6.7 6.7 6.7 6.7 6.7 6.7 12.3 12.3 12.3 12.3 12.3 12.3 13.0 13.0 13.0 13.0 13.0 13.0 346 346 346 346 346 346 686 686 686 686 686 686 846 1314 1772 2229 2229 2743 1097 2469 4389 6858 6858 9875 0.13 0.20 0.27 0.33 0.33 0.40 17 59 139 289 289 500 4x6 4x8 4x10 6x12 6x12 5x12 GLB 1700 1700 1700 1600 1600 1600 1219 1607 2050 3584 3584 6765 1720 2989 4492 8840 8840 24600 49 111 231 697 697 738 ft Header span ft Trib width roof Trib width floor ft Height to header ft Height to 2nd fir Height to roof plf Uniform load, vert Lbs Shear, vert Lb ft Moment, vert in Allow 4, vert in4 I reqd, vert ksi Modulus of elasticity Lbs Shear capacity Lb ft Moment cap, vert in4 I, vert Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spi restructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 12 Calc By: MVH Date: 02/27/08 Wood Headers Check Headers for D+W/E wx = V, = Mx = IN rep - Size = Vx' = Mix = Ix = wy = VY = My = AY all = lY req = M' ly= DCR V = DCR M = DCR 1 = Check Jamb for WIE 346 346 346 346 346 346 692 1037 1383 1729 1729 2075 692 1556 2766 4322 4322 6224 9 30 70 146 146 252 4x6 4x8 4x10 6x12 6x12 5x12 GLB 1524 2009 2563 4480 4480 8456 2151 3737 5615 11050 11050 30750 49 111 231 697 697 738 98 98 98 98 98 98 196 294 392 490 490 588 196 441 784 1225 1225 1764 0.20 0.30 0,40 0.50 0.50 0.60 2 6 13 28 28 48 1105 1457 1948 3911 3911 7935 20 26 33 159 159 135 0.58 0.66 0.69 0.50 0.50 0.31 0.50 0.72 0.90 0.70 0.70 0.42 0.27 0.48 0.71 0.38 0.38 0.69 plf Uniform load, vert Lbs Shear, vert Lb ft Moment, vert n4 I reqd, vert Lbs Shear capacity Lb ft Moment cap, vert n4 I, vert plf Uniform load, oop Lbs Shear, oop Lb ft Moment, oop in Allow A, oop in4 I reqd, oop Lb ft Moment cap, oop n4 I, oop Combined shear chk Combined mom. chk Combined inertia chk Hj = 6.7 6.7 6.7 6.7 6.7 6.7 ft Ht of top jamb supt P = 196 294 392 490 490 588 Lbs Point load on jamb Rim = 196 294 392 490 490 584 Lbs Jamb reaction, top Rbot = M= Dall Size = E_ Ireq = V' = 1= 0 0 0 0 0 4 2 0 0 0 0 23 0.334 0.333 0.333 0.333 0.333 0.335 2x4 2x4 2x4 2-2x4 2-2x4 2-2x4 1700 1700 1700 1700 1700 1700 0.0 0.0 0.0 0.0 0.0 0.2 416 416 416 831 831 831 479 479 479 957 957 957 6.7 6.7 6.7 13.4 13.4 13.4 Lbs Jamb reaction, bot Lb ft Moment in Allow 0 ksi Modulus of elasticity in4 I reqd Lbs Shear capacity Lb ft Moment capacity in4 Moment of inertia Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING 6,6 4044 2-24 z-2x4 4xb Ept Job: 07.175 Hoag Advanced Tech 13 Calc By: MVH Date: 02/27/08 "HI • Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com sp STRUCTURAL RE ENGINEERING Sheet: Job: 07.175 Hoag Advanced Tech 14 Calc By: MVH Date: 02/27/08 IWAr15 /T1-(s t �jCjcr{'r1 ty1-f 12 z.r = 7,61(+ 14 = 4-4fr--Ft -yar= TA(¢'f (Ii-9 = 35.! 104 48 (l10o)(6xu v}p v1 Fib rs4 81-1 12 a' o" c fT6 Cw: R, b 4AW- 6PC2FIST( c r z ILE-q1 kh otz }, llit IkkEik tty+,►zj 1 3'-00 t)61e- LTG I -+ ‘AV' 0tD CPC, of ff 1 15115 Q ,vt 4x6I'0Si ckVC HAP t 1' a I 1 P,tk 5.1� 5 iK 3ak klbf. kk 615c / %=1,ODU1sF wr Se _ !061. l t rot krt ?'_o" Sgr_ t tej " . Ctr role it is=1ooG qF c N1+- ltAe O% deli TA bL6v6ra t,sl ,5" et2'elli.l w/w-Lzs ¢pg is n V= 1.2-t __ M =uv-FT Ml= 6,4- 63-A-it aFq = 1,07,4 6 ns b tut "I--l°13 wf 4 1964 �,criz Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 www.spirestructures.com Fax: 949.916.3445 SP STRUCTURAL RE ENGINEERING Sheet: Job: 07.175 Hoag Advanced Tech 15 Calc By: MVH Date: 02/27/08 Simple Beam Uniform Toad ROOF v BM ID= BM4 D Lr= Wall= D= L= w 675 plf �T r;;1411VIr4Zl-1 R= 5.1 k Uniform loads L= PSF Tributary (ft)L w (plf) 14 22.5 315.0 16 22.5 360.0 0.0 0.0 0.0 wr= 675.0 15.0 tt Note: all Values are normalized to a C p 1 0 1 1 R= 5.1 k Trial size 5 1/4 x 12 GLB Aanow L/ zso D+L+Lr Governs w= 540 plf E= 1800 ksi M= 15.2 k-ft M'= 24.6 k-ft V= 4.1 k V'= 6.8 k Irea 569.5 in` Ip,p„= 738.0 in° 4mlow 0.75 in AmL= 0.58 in AL= 0.31 in cm„= 0.41 in Use 5 1/4 x 12 GLB cp. = 0.00 in ROOF BM ID = BM 5 D Lr Wall= D= L= Note: all Values are normalized to a Co=1.0 w= 765 If 37-IT t 1 / 1 1 I I T 1 1 1 1 t f 1 rTrial size 3 6x10 v R= 3.2 k Uniform loads L= PSF Tributary (ft, w (plf) 14 22.5 315.0 20 22.5 450.0 0.0 0.0 0.0 wr= 765.0 8.3 ft R= 3.2k Dallo _Lj 240 D+L+Lr Governs w= 612 plf E= 1600 ksi M= 5.2 k-ft M'= 9.3 k-ft V= 2.5 k V'= 3.0 k I,ea 120.8 in° Ip,a� 393.0 ins Aanow 0.41 in OmL= 0.13 in AL= 0.07 in cp. = 0.08 in Use 6x10 Cprov = 0.00 in / 1327 L/ 781 Note. all Values are normalized to a C a=1.0 w= 595 plf ROOF n 71- Trial size BMID=BM7 1 1 1 1 1 T {' '� �' 1 I T T �x8 Dr= Lr= Wall= D= L= R= 1.5 k Uniform loads L= PSF Tributary (ft w (plf) 14 17.5 245.0 20 17.5 350.0 0.0 0.0 0.0 wr= 595.0 5.0fl R= 1.5k AaiiowL/ 240 D+L+Lr Governs w= 476 plf E= 1600 ksi M= 1.5 k-ft M.= 3.0 k-ft V= 1.2 k V= 1.6 k I,ea 20.9 in Ipro? 111.1 in 4allow 0.25 in Am= 0.05 in OL= 0.03 in amp. = 0.03 in Use 4x8 c mp = 0.00 in L. 1275 L 3156 111275 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 16 Cale By: MVH Date: 02/27/08 Simple Beam Uniform Toad ROOF v BM ID = BM 9 D Lr= Wall= D= L= I w= 442 If R= 2.4 k Note: all Values are normalized to a Co 1 0 Uniform loads L= 10.7 ft R= 2.4k PSF Tributary (ft, w (plf) 14 13.0 182.0 20 13.0 260.0 0.0 0.0 0.0 wT= 442.0 Trial size 4x12 �J AalmwL/ 240 D+L+Lr Governs w= 354 plf E= 1600 ksi M= 5.0 k-ft M'= 6.1 k-ft V= 1.9 k V'= 2.5 k Ireq 151.0 in° Ipre0 415.3 in Danow 0.53 in OTL= 0.19 in 4L= 0.11 in cma, = 0.12 in Use4x12 cpro„ = 0.00 in t 660 Inzz f 660 ROOF v BM ID = BM 12 Dr= Lr= Wall= D= L= Nate. all Values are normalized to a C o=1 0 w= 507 .If $ 1 t T 1 R= 7.9 k Uniform loads L= 31.0 ft R= 7.9 k PSF Tributary (ft) w (plf) 14 19.5 273.0 12 19.5 234.0 0.0 0.0 0.0 wT= 507.0 AallowLf 240 D+L+Lr Governs w= 406 plf M= V= Ireq 48.7 k-ft 6.3 k 3398.4 in° 1.55 in Use 7 x 14 PSL (c= 2.5 in) Trial size 7 x 14 PSL E= 2000 ksi M'= 54.3 k-ft V'= 18.9 k IproC 1601.0 in` OTL= 3.29 in AL= 1.52 in cma, = 2.66 in 0prov = 2.50 in Li 113 ) ▪ 245 L 471 ROOF v BM ID = BM 13 D Lr= Wall= D= L= w= 663 plf 4 R=2k Uniform loads L= PSF Tributary (ft) w (plf) 14 19.5 273.0 20 19.5 390.0 0.0 0.0 0.0 wT= 663.0 Nate. all Values are normalized to a Co=1.0 1 1 'Trial size 4x10 6.0 ft R= 2 k Hallow=L) 240 D+L+Lr Governs w= 530 plf M= 2.4 k-ft V= 1.6 k Les 40.3 in° Amoy? 0.30 in Use 4x10 E= 1600 ksi 4.5 k-ft V= 2.1 k Ipro� 230.8 in° OTL= 0.05 in AL= 0.03 in ema. = 0.03 in 0.00 in 1 1376 L f 2330 i 1376 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.34.40 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL KE ENGINEERING Job: 07.175 Hoag Advanced Tech 7 Calc By: MVH Date: 02/27/08 Simple Beam Uniform Toad ROOF v BM ID= BM 15 Dr= L, Wall= D= L= Note all Values are nom,alized to a C o=1.0 w= 578 plf rtllll��t�V TltV� R= 2.3k L= 8.0 ft R= 2.3k Uniform loads PSF Tributary (ft; w (plf) 14 17.0 238.0 20 17.0 340.0 0.0 0.0 0.0 wr= 578.0 Trial size 4x10 Aaaow`I 240 D+L+Lr Governs w= 462 plf E= 1600 ksi M= 3.7 k-ft M'= 4.5 k-ft V= 1.8 k V'= 2.1 k Ireq 83.2 in° Iprov 230.8 in° Logo,,.= 0.40 in ATL= 0.14 in AL= 0.08 in ama), = 0.09 in Use4x10 = 0.00 in L/ 666 L. 1132 ./ 666 ROOF BM ID = BM 16 Lr= Wall= D= L= R= 1.5k Uniform loads w= 544 plf 1 Note'. all Values are normalized to a C0=1.0 Trial size 4x8 L= 5.5 ft PSF Tributary (ft, w (plf) 14 16.0 224.0 20 16.0 320.0 0.0 0.0 0.0 wT= 544.0 R= 1.5k 4aiio.=L/ 246 D+L+Lr Governs w= 435 plf E= 1600 ksi M= 1.6 k-ft M'= 3.0 k-ft V= 1.2 k V'= 1.6 k Iraq 25.5 in° Iproo= 111.1 in° 4a„pw 0.28 in ATL= 0.06 in AL= 0.04 in Galax = 0.04 in Use 4x8 coro. = 0.00 in /net / 1048 ROOF ir BM ID = Not Used Dr= Lr= Wall= D= L= R= 0 k 1 Uniform loads L= PSF Tributary (ft) w (plf) 0.0 0.0 0.0 0.0 0.0 we= 0.0 w= 0 plf ft Note all Values are normalized to a C Del 0 R= 0 k Trial size 2x12 4a11e4=11 240 D+L+Lr Governs w= 0 plf E= 1600 ksi M= 0.0 k-ft M'= 2.4 k-ft V= 0.0 k V'= 1.1 k Iraq #DIV/0l in° Iprov= 178.0 in° Aaliow 0.00 in ATL= 0.00 in AL= 0.00 In co,,„ = 0.00 in Use 2x12 Cprov = 0.00 in / nD,vro! 1 #DIV/o! l uDlvr6. Orange County 23441 South Point Drive, Suite 245, Laguna Hills, Califomia 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com SP STRUCTURAL RE ENGINEERING Sheet: Job: 07.175 Hoag Advanced Tech 1$ Calc By: MVH Date: 02/27/08 sus }} i17 F.slVw 1 1a, / tx rarer (r z,12_ 45144 - 225t `r - 5b* s 2 }zors = uz (1cH kitt-, V tL, = iftip)-4,1,33'14 = 46-st'i-F bsl kul 2-.4 a- s1, "sal- + )D4 =52fwt ' t � nzMSc6k dal; 2L,3(0, ss2)f tot I/00(1'61121 246 vAk5421114 4_71* ',211kTS=3�t M (s az 3}5\* 6 +'h(4,4 j 20) =3 6 7-2# Z-Vtst5 i3f4 `� ir7-2s(o1o44t+)4461112, z)(249n7z3 = 3,2=I16,S4 tbop( 2Z44x133 ¢8(16t4)(zl.>uy r 2}f) 2c j2- rr 2 ^i/G,=1,16 Gp=1,Zs N( = 123fi Mz NQ OVent/}4 41No) 7Y - 112 11 v�14H EnthZBiP (� l SV 17E'V V, ri444 ; 125g 3?) _ ( goo tgsl`) 0.1(b�3 I}21i ; (Afro 4 (16ro)(3 p 1 / IS Stia cv 437( �uNh�ur � (t) 246 i7f it Z V'=-653I M41D6bt fr _.-t9,5ItL4 -bk Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com SP STRUCTURAL RE ENGINEERING Sheet: Job: 07.175 Hoag Advanced Tech 19 Calc By: MVH Date: 02/27/0E3 I5°8.o' y; 1 es=v3 (tuts) E5° Ia_s_ _ —a �: rn J. ICA II zl 1 iS! II C/01 00 • Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL F `rf(ir� Z 'TAM 2> RE ENGINEERING (--es T rg (213I1F) -74 en (E) StF1^WAL Job: 07.175 Hoag Advanced Tech 20 Calc By: MVH Date: 02/27/08 so_ Isle-r1 Ell J3 t1 tK (E) LANDSCAQING Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 Sheet: SP RC STRUCTURAL ENGINEERING (p)bl Fp --1 %s/32" 7* 046We \N/rOL tfiz--)•Opt env= 1010vr t-- M4 - Mtn ro Muir-D7 Tifvt+, kE&o' FbihP ( ftni.c4t X LWkl.%-) glhL' C M *, (*pc s he's) 7 _tu. l�l�k F=3.6 L=ios� F.2.3 9,4 F _Sot • c- tr 2,7 o f_ a Fbt a Doll LKrt N JE Job: 07.175 Hoag Advanced Tech 21 Calc By: MVH Date: 02/27/08 Cad, T`24z- ritattS A g4 N34314'1` Lceoa=-0 Dolt 1417tcaTE 1 d L�w`ttt=4A M �o f or LWv' 17 c, nk 1 a\ d AD:L'"..:.AFINC (F) SIDER�AL�: a3 L09= 1, Si SiC Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 22 Calc By: MVH Date: 02/27/08 Rigid Diaphragm Analysis Roof Level Item ,. psi 8 ft 0 ft W kips x ft y ft Wx kip ft Wy, kip ft Al 19.0 18.8 45.8 16.3 9.4 58.8 153 959 A2 19.0 13.9 59.8 15.8 25.8 51.8 407 818 A3 19.0 12.1 81.7 18.7 38.8 40.8 726 765 A4 19.0 17.3 103.0 33.9 53.5 51.5 1814 1747 A5 19.0 42.8 77.8 63.2 83.5 64.0 5279 4046 W1 17.0 45.8 6.7 5.2 0.0 59.8 0 310 W2 17.0 18.7 6.7 2.1 9.8 36.3 21 77 W3 17.0 14.0 6.7 1.6 18.8 29.0 30 46 W4 17.0 14.0 6.7 1.6 25.8 22.0 41 35 W5 17.0 22.0 6.7 2.5 32.7 12.0 81 30 W6 17.0 29.5 6.7 3.3 0.0 47.3 0 158 W7 17.0 25.3 6.7 2.9 61.5 12.8 177 37 W8 17.0 45.0 6.7 5.1 86.0 25.0 439 128 W9 17.0 13.0 6.7 1.5 107.8 31.3 159 46 W10 17.0 6.0 6.7 0.7 104.3 37.8 71 26 W11 17.0 24.0 6.7 2.7 101.0 47.5 275 129 W12 17.0 4.5 6.7 0.5 103.0 63.0 53 32 W13 17.0 39.8 6.7 4.5 105.0 83.0 474 375 W14 17.0 60.0 6.7 6.8 77.0 103.0 524 701 W15 17.0 21.3 6.7 2.4 44.0 92.0 107 224 W16 17.0 44.7 6.7 5.1 22.3 81.7 113 414 CM, = CM,= 55.7 ft 56.5 ft 196.5 10943 11101 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE EWGtNEERING Job: 07.175 Hoag Advanced Tech 23 Calc By: MVH Date: 02/27/08 Rigid Diaphragm Analysis SW Type Length ft R, Ry x ft y ft d ft R,y ft R ft Rd` f N1 2 10.5 25.0 0.0 57.6 0 83032 N2 2 7.5 17.0 0.0 57.6 0 56461 N3 2 13,0 31.7 18.8 38.9 594 47920 N4 2 9.0 21.1 44.8 12.9 944 3501 N5 2 18.5 45.0 44.8 12.9 2014 7466 N6 2 15.5 37.5 62.0 4.4 2325 716 N7 2 13.5 33.0 70.0 1 12.4 2310 5049 N8 2 6.5 14.0 78.8 21.2 11104 6292 N9 2 14.6 35.0 78.8 21.2 2i'59 15730 N10 2 6.0 13.3 100.8 43.1 1340 24729 N11 2 6.0 13.3 100.8 43.1 1340 24729 N12 2 8.0 18.5 104.3 46.7 1930 40346 N13 2 8.3 18.9 104.3 46.7 1972 41218 323.3 18632 El 1 12.8 19.0 22.0 33.8 418 21699 E1A 1 8.0 9.6 25.0 30.8 239 9075 E2 1 7.5 8.7 36.0 19.8 313 3409 E3 1 15.0 23.4 36.0 19.8 842 9168 E4 1 10.5 15.4 48.3 7.5 743 876 E5 1 17.5 28.7 48.3 7.5 1385 1633 E6 1 9.3 11.8 56.8 1.0 670 11 E7 1 17.0 27.6 63.3 7.5 1748 1536 E8 1 6.0 6.2 63.3 7.5 389 342 E9 1 10.5 15.2 63.3 7.5 963 847 E10 1 6.0 6.2 81.0 25.2 502 3939 Ell 1 9.3 13.3 81.0 25.2 1076 8444 E12 1 4.5 3.7 102.5 46.7 379 8071 E13 1 5.5 5.2 102.5 46.7 533 11343 E14 1 4.5 3.7 102.5 46.7 379 8071 E15 1 8.0 9.6 102.5 46.7 984 20942 F. Fy = CR, = CRy = L. = Ly = 36.2 kips 36.2 kips 57.6 ft 55.8 ft 101.3 ft 103.2 ft 207.3 = Ty = ea„ . _ ea„, = 212 kip ft 253 kip ft 5.1 ft 5.2 ft et«. etot y 11565 7.0 ft 5.9 ft J = 466595 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: sp STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 24 Calc By: MVH Date: 02/27/08 Rigid Diaphragm Analysis SW Length ft R Fv kips Ft kips v plf N1 10.5 25.0 2.8 0.8 341 N2 7.5 17.0 1.9 0.5 325 N3 13.0 31.7 3.5 0.7 324 N4 9.0 21.1 2.4 0.1 279 N5 18.5 45.0 5.0 0.3 289 N6 15.5 37.5 4.2 0.1 277 N7 13.5 33.0 3.7 0.2 290 N8 6.5 14.0 1.6 0.2 266 N9 14.6 35.0 3.9 0.4 296 N10 6.0 13.3 1.5 0.3 300 N11 6.0 13.3 1.5 0.3 300 N12 8.0 18.5 2.1 0.5 318 N13 8.3 18.9 2.1 0.5 312 136.9 vavg = 264 E1 12.8 19.0 3.3 0.3 283 EIA 8.0 9.6 1.7 0.1 226 E2 7.5 8.7 1.5 0.1 213 E3 15.0 23.4 4.1 0.2 286 E4 10.5 15.4 2.7 0.1 261 E5 17.5 28.7 5.0 0.1 292 E6 9.3 11.8 2.1 0.0 223 E7 17.0 27.6 4.8 0.1 289 E8 6.0 6.2 1.1 0.0 182 E9 10.5 15.2 2.7 0.1 258 El 6.0 6.2 1.1 0.1 192 El1 9.3 13.3 2.3 0.2 265 E12 4.5 3.7 0.6 0.1 161 E13 5.5 5.2 0.9 0.1 185 E14 4.5 3.7 0.6 0.1 161 _ E15 8.0 9.6 1.7 0.2 235 151.8 Vavg = 238 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 25 Calc By: MVH Date: 02/27/08 Shearwall Analysis Roof wt, = Ext. wall wt. = Int. wall wt. = Dbl top pl 'H' = 14.0 psf 17.0 psf 10.0 psf 11.3 ft SW I.D.> Int or Ext Wall F kips L ft Roof TW ft T kips Holdown "Capacity Ibs N1 Ext 3.6 10.5 0.0 2.9 PHD2 3.6 N2 Ext 2.4 7.5 0.0 3.0 PHD2 3.6 N3 Ext 4.2 13.0 0.0 2.5 PHD2 3.6 N4 Int 2.5 9.0 8.0 2.2 PHD2 3.6 N5 Int 5.4 18.5 13.3 0.8 PHD2 3.6 N6 Int 4.3 15.5 15.3 0.8 PHD2 3.6 N7 Int 3.9 13.5 12.0 1.6 PHD2 3.6 N8 Int 1.7 6.5 13.3 2.1 PHD2 3.6 N9 Int 4.3 14.6 12.5 1.4 PHD2 3.6 N10 Int 1.8 6.0 12.3 2.6 PHD2 3.6 N11 Int 1.8 6.0 12.3 2.6 PHD2 3.6 N12 Ext 2.5 8.0 12.5 2.3 PHD2 3.6 N13 Ext 2.6 8.3 12.5 2.1 PHD2 3.6 SW 1.0. Int or Ext Wall F kips L ft Roof TW ft T kips Holdown Capacity Ibs El Ext 3.6 12.8 6.7 1.6 PHD2 3.6 E2 Ext 1.6 7.5 10.0 1.3 PHD2 3.6 E3 Int 4.3 15.0 6.7 1.8 PHD2 3.6 E4 Int 2.7 10.5 0.0 2.4 PHD2 3.6 E5 Int 5.1 17.5 0.0 2.4 PHD2 3.6 E6 Int 2.1 9.3 12.0 1.3 PHD2 3.6 E7 Int 4.9 17.0 0.0 2.4 PHD2 3.6 E8 Int 1.1 6.0 0.0 1.7 PHD2 3.6 E9 Int 2.7 10.5 0.0 2.4 PHD2 3.6 E10 Ext 1.2 6.0 12.0 1.2 PHD2 3.6 Ell Ext 2.5 9.3 12.0 1.5 PHD2 3.6 E12 Ext 0.7 4.5 0.0 1.4 PHD2 3.6 E13 Ext 1.0 5.5 0.0 1.6 PHD2 3.6 E14 Ext 0.7 4.5 0.0 1.4 PHD2 3.6 E15 Ext 1.9 8.0 0.0 2.0 PHD2 3.6 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 26 Calc By: MVH Date: 02/27/08 Perforated Shearwall Analysis II —I L 1 ]_ N �, Poi 1 Wo, 1 P02 Shearwall TYPOS 7 WALL WROOF W02 1. Pia Type Shtg Sides ' EN voy (p11) 6 Strucl 2 2"oc 1740 5 StrucI 2 4"oc 1020 4 Struc I 1 2"oc 870 3 Struc I 1 3"oc 665 2 CDX 1 4"oc 460 1 CDX 1 6"oc 310 -15/32" Sh g and 10d nails typ Strap Types type Strap L tin) > Cap t#) 6 CMST14 34 6490 5 CMSTC16 23 4585 4 CS14 16 2490 3 CS16 14 1705 2 CS18 10 1370 1 CS20 10 1030 -fill all holes typ L, = P +W, / 2 FH2 Ah�de L,a, (H \ Ae+u = Aheader H, L„rap=" +L r, Aheaderl, IV/ one, = Amyl Hwe f WWALL I Holdowns ND T (kips)' HHDQ14 14.7 HHD011 11.4 HDQ8 8.3 PHDS 5.9 PHDS 4.7 PHD2 3.6 FHra o — 0.9(WR as + r aaf )L,a, T o 2(L,,,, —0.5) , but not less than 2La,In T= h.ader 2Hheade, A„uH T = 2H,,rr Orange County 23441 South Point Drive, Suite 245, Laguna Hills, Califomia 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 27 Calc By: MVH Date: 02/27/08 Perforated Shearwall Analysis SW ID = LINE E (E10 & E11) Zone = H/D = F= Wwau = Wroof = TWrocf = Hsin = Hwindow Hroof = Hparapet = H header = Hr = H2 = Lmt = H/Drat = 4 Seismic Zone 2.0 Allowable aspect ratio 3.9 kips Wall shear force (including self -shear of wall line) 17 psf Unit weight of wall 14 psf Unit weight of roof 12 ft 3.00 ft 3.00 ft 11.25 ft 13.50 ft 5.25 ft 4.50 ft 6.75 ft 18.33 ft 0.61 Tributary width of roof framing Sill height Window height Roof height Parapet height Header height Total wall length Aspect ratio of total wall Pier Width (ft) - H/0 Window Width (ft) L (ft) v (plf) P01 = 6.00 0.50 W01 = 3.00 7.50 266 P02 = 9.33 0.32 W02 = 10.83 247 P03 = W03 = 0.00 PO4 = W04 = 0.00 P05 = W05 = 0.00 P06 = WO6 = 0.00 P07 = W07 = 0.00 P08 = WO8 = 0.00 P09 = WO9 = 0.00 P10= W10= 0.00 EP = Wwail = Wroof = TNo = HD= HDcap = Aheader = 'header= ia= �sll Theader = Tsai = 'max SW = Vcap = Tmax = Strap = Tcap = Lend = Lstrap = nblk = 15.33 4.2 kips 3.1 kips 0.000 kips NONE #N/A kips 1.4 kips 274 plf 1.0 kips 319 plf 410 Lbs 479 Lbs 319 plf 2 460 plf 479 Lbs 1 1030 Lbs 10 in 20 in 1 EW = 3.00 Wall weight Tributary roof weight Holdown force at end of wall Holdown hardware Holdown capacity Vertical shear thru header Unit vertical shear thru header Vertical shear thru sill Unit vertical shear thru sill Tension force at header strap Tension force at sill strap Maximum shear stress in wall Shearwall type Shearwall capacity Maximum strap tension Strap type Strap capacity Min strap end length (based on strap & nailing) Total strap length (also based on develop. into shtg) Number of blocks required per strap length Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: sp STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 28 Calc By: MVH Date: 02/27/08 Perforated Shearwall Analysis SW ID = LINE F (E12 - E15) Zone = H/D = F= Wwall = Wroof = TWroof= Hans = Hwindow = Hroot = Hparapet = H header = Hi = H2 = Lmt = H/Dtot = 4 Seismic Zone 2.0 Allowable aspect ratio 4.8 kips Wall shear force (including self -shear of wall line) 17 psf Unit weight of wall 14 psf Unit weight of roof 0 ft 3.00 ft 3.00 ft 11.25 ft 13.50 ft 5.25 ft 4,50 ft 6.75 ft 38.50 ft 0.29 Tributary width of roof framing Sill height Window height Roof height Parapet height Header height Total wall length Aspect ratio of total wall Pier. Width (1t) H/D Window Width (ft) L (ft) v (Of) P01 = 4.50 0.67 W01 = 6.50 7.75 215 P02 = 5.50 0.55 W02 = 6.50 12.00 272 P03 = 4.50 0.67 W 03 = 3.00 9.25 256 PO4 = 8.00 0.38 W04 = 9.50 148 P05 = W05 = 0.00 P06 = W06 = 0.00 P07 = W07 = 0.00 P08 = W08 = 0.00 P09 = W09 = 0.00 P10= W10= 0.00 EP = Wwall = Wroof THD = HD= HD ap = Aheader = "header= usill = Theader = Tsill = v'max = SW = ✓cap = Tmax -- Strap = Tcap = Lend = Lavap = nblk = 22.50 8.8 kips 0.0 kips 0.000 kips NONE #NIA kips 0.8 kips 160 plf 0.6 kips 187 plf 521 Lbs 608 Lbs 272 plf 1 310 plf 608 Lbs 1 1030 Lbs 10 in 22 in 1 EW = 16.00 Wall weight Tributary roof weight Holdown force at end of wall Holdown hardware Holdown capacity Vertical shear thru header Unit vertical shear thru header Vertical shear thru sill Unit vertical shear thru sill Tension force at header strap Tension force at sill strap Maximum shear stress in wall Shearwall type Shearwall capacity Maximum strap tension Strap type Strap capacity Min strap end length (based on strap & nailing) Total strap length (also based on develop. into shtg) Number of blocks required per strap length Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 29 Calc By: MVH Date: 02/27/08I l/ VIAL ze, i Tv t 1 l6Ar4H (1,11‘4) Ihtt floi-`h/M-1---t- t MlC V c o1 6 tt „- D,i(O ht) ().0)1e4= 0,21I r ZZesrf 91(4/ -L44 13i(!rrl 921,uY fr/Mo 0.i(O.alX(01g.000,21i�_=Z.6V"/ft :.o= 12 041)(42) F' 35tx 0.°l = 11,15t .04,416 N=gg14-yr4.4=63g'-ft (Asp) y Ib" ez636/1719 �0�523 f �(431 t Y. = 3 (3 /x - 0.51) =3.9 ) 641vs4 sG'ari13.- 2vms io(2A3/17:22611.‘r< 1,3331s* n r... D,71(zzei:_6,5r* il f 65 x 41 (1/2) , e$331t-"/rT ,4151 IZIa 061(a..31\(Go)k IGq-(03116o) I = z3.lt`-Ft Jet ck 12 L 0.85(3)(I=)(2) a,72s4txM- 2b33* H= z,b339-`T + -t$got °?(A517) SFwti,< 1000K4/X e = t,gEo/7,d33` 011-141 = 3(A 0,314) z 3.26r1� 5$ r 2F/13x= z(Z633,7(11( 3,5Q')=I)365 F < Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spi restructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech Calc By: MVH Date: 02/27/08 30 Floor Mounted Equipment (ASD) Equip = CH1 (CHILLER) Wp= 2425 Lbs ap = Rp = Ca = Ip = hx/hr = 1.0 3 0.57 1.0 0.00 Equip wt CBC Table 16A-O CBC Table 16A-O CBC Table 16A-Q,S CBC Table 16A-K Fph (MIN)- 0.29 Wp Governs Fph= 0.14 Wp Fph = 691 Lbs Lateral seismic force b = 120.5 in dist between anchors d = 38.0 in dist between anchors Ybar = 36.0 in dist to centroid n = 4 no. of anchors nl = 2 no. of anchors in tension Vs = 173 Lbs Shear per anchor Ps = 0 Lbs Tension Anchor = K63 Dia = 3/8 in Embed = 3.0 in = 2500 psi Spec. ins = No Yes or No P, = 936 with No special inspection & 4/3 inc VI = 1729 with 4/3 inc Exp= 1.67 DCR = 0.02 OK DCR = 17 + Pr V, \ P i d ybar PLAN Fpv 0.9Wp IT Fph FLOOR a C I 5_1.0 Fp = R 1.4 1+3 x W� 0.7Ca1pWp Fp<Mrm I — 1.4 )+ min b,dJ-0.9Wp minb,d� Y = 2 min b,dXn,) Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com SP STRUCTURAL RE ENGINEERING Sheet: Job: 07.175 Hoag Advanced Tech 02/27/08 31 Calc By: MVH Date: Floor Mounted Equipment (ASD) Equip = CH5 (HEAT PUMP) Wp = 300 Lbs Equip wt ap = 1.0 CBC Table 16A-O Rp = 3 CBC Table 16A-O Ca = 0.57 CBC Table 16A-Q,S Ip = 1.0 CBC Table 16A-K hx/hr = 0.00 Fph (MIN)= 0.29 Wp Governs Fph= 0.14 Wp Fpn = 86 Lbs Lateral seismic force b = 35.0 in dist between anchors d = 35.0 in dist between anchors Ybar = 18.0 in dist to centroid n = 4 no. of anchors ni = 2 no. of anchors in tension Vs = 21 Lbs Shear per anchor Ps = 0 Lbs Tension Anchor= KB3 Dia = 3/8 in Embed = 3.0 in f e = 2500 psi Spec. ins = No Yes or No Pi = 936 with No special inspection & 4/3 inc Vi = 1729 with 4/3 inc Exp = 1.67 DCR = 0.001 OK DCR = —= + — < 1.0 vVI) vPri Frlur � t PLAN Fpv ybar 0.9Wp - Fph I FLOOR �r aI P�( h W 1+3 R,1.4 h, 0.7C„I ,Wr 1.4 lFv+�F min b,d _0.9W 'minb,d� � Yb„ r 2 (min b,dXn,) Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spi restructures.com Sheet: SP STRUCTURAL [ZE ENGINEERING Job: 07.175 Hoag Advanced Tech 32 Calc By: MVH Date: 02/27/08 Floor Mounted Equipment (ASD) Equip = CU7 (CONDENSING UNIT) Wp = 300 Lbs Equip wt ap = 1.0 CBC Table 16A-O Rp = 3 CBC Table 16A-O Ca = 0.57 CBC Table 16A-Q,S Ip = 1.0 CBC Table 16A-K hx/hr = 0.00 Fph (M N) 0.29 Wp Governs Fph= 0.14 Wp Fph = 86 Lbs Lateral seismic force b = 18.0 in dist between anchors d = 42.0 in dist between anchors Ybar = 15.5 in dist to centroid n = 4 no. of anchors n, = 2 no. of anchors in tension Vs = 21 Lbs Shear per anchor Ps = 0 Lbs Tension Anchor = KB3 Dia = 3/8 in Embed = 3.0 in f s = 2500 psi Spec. ins = No Yes or No Pt = 936 with No special inspection & 4/3 Inc Vt = 1729 with 4/3 inc Exp = 1.67 DCR = 0.001 OK V P x DCR = +� d ybar b t- i PLAN A Fpv Fph y 0.9Wp FFE _J— FLOOR <_1.0 Fr a (°4)�1+3 --)Wphi R 1.4 h, 0.7C„I ,Wp FP(MIN) t.4 (F )+(Fminb,d _0.9W min b,d ph Ybu, p, _ p 2 / = (min b,d)(n,) Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 9,19.916.3445 www.spirestructures.com Sheet: SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 33 Calc By: MVH Date: 02/27/08 Floor Mounted Equipment (ASD) Equip = CS1 (VACUMM PUMP) Wp = 805 Lbs Equip wt ap = 1.0 CBC Table 16A-O Rp = 3 CBC Table 16A-O Ca = 0.57 CBC Table 16A-Q,S Ip = 1.0 CBC Table 16A-K hx/hr = 0.00 Fph (MIN)- 0.29 Wp Governs Fph= 0.14 Wp Fph = 229 Lbs Lateral seismic force b = 44.0 in dist between anchors d = 44.0 in dist between anchors Ybar = 35.0 in dist to centroid n = 4 no. of anchors n, = 2 no. of anchors in tension Vs = 57 Lbs Shear per anchor Ps = 0 Lbs Tension Anchor -= KB3 Dia = 3/8 in Embed = 3.0 in fe = 2500 psi Spec. ins = No Yes or No Pi = 936 with No special inspection & 4/3 inc VI = 1729 with 4/3 inc Exp = 1.67 DCR = 0.003 OK v „ P'\,. DCR = — + ( < 1 .0 \V,1 Pr -`Ic.- - - IT ybar e I� PLAN Fpv 41 - Fph 0.9Wp 'T -"a- -FLOOR F( = ar'C° T" 1 + 3 h, \ Rr,ij 4) h„ Fr„ wrr P (min b,dXn,) 0.7C„I�w� 1.4 w„ / XYn�minb,dl r-2 minb,d\ l,Fr,I�,,.)+ fri„ 2 -0.9Wp Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: ap = Rp = Ca= Ip = hx/hr = Fph (MIN)= Fph= SP STRUCTURAL RE ENGINEERING Job: 07.175 Hoag Advanced Tech 34 Calc By: MVH Date: 02/27/08 Floor Mounted Equipment (ASD) Equip = E1 (METER/UGPS & MAIN DIST) Wp = 2800 Lbs Equip wt CBC Table 16A-O CBC Table 16A-O CBC Table 16A-Q,S CBC Table 16A-K 1.0 3 0.57 1.0 0.00 0.29 Wp Governs 0.14 Wp Fph = 798 Lbs Lateral seismic force b = 72.0 in dist between anchors d = 30.0 in dist between anchors Ybar = 45.0 in dist to centroid n = 4 no. of anchors n, = 2 no. of anchors in tension Vs = 200 Lbs Shear per anchor Ps = 0 Lbs Tension Anchor= KB3 Dia = 3/8 in Embed = 3.0 in is = 2500 psi Spec. ins = No Yes or No P, = 936 with No special inspection & 4/3 inc VI = 1729 with 4/3 inc Exp = 1.67 DCR = 0.027 OK �V P DCR = + < 1.0 V,i \P,i d ybar b PLAN Fpv 0.9Wp LL Fph "awl-- FLOOR F = a°C° /° �1 + 3 R,, (1.4) h,. 0.7Cu I1,JVT, 1.4 (F,,XY,,)+( Wp )(min b, d) _ 0.9WI, 2 min 1),d) 2 ) (min b,dXnr) Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: Job: 07.175 Hoag Advanced Tech 35 Calc By: MVH Date: 02/27/08 Ceiling Mounted Equipment (ASD) Equip = AC2 (AIR CONDITIONER) W = 225 Lbs equip wt B = 30 in equip width D = 54 in equip depth H = 24 in equip height y = 12 in cg height ap = 1.0 CBC Table 16A-0 RP = 3.0 CBC Table 16A-0 = 0.57 CBC Table 16A-0,5 Ip = 1.0 CBC Table 16A-K hp/h, _ 1.00 Fp„ (MIni= 0.29 Wp Fps= 0.54 Wp governs Fps = 122 Lbs lateral seismic force Attachment to Trapeze #10 SMS (assume 20 ga attachment) = 4 attachments V= 31 Lbs V'= 201 T= 0Lbs r= = 1 DCR= 0.15 Unistrut Trapeze P1000 n= 2 L= 36 in w= 38 plf M= 506 Lb in 1 = 0.185 in° A = 0.013 in = LI 2826 M' = 101 6773 Lb in with 4/3 inc vertical Hanger Rod 1/2" dia w/ rod stiffener attached © 14"oc T = 56 Lbs T = 1130 Lbs C = 0 Lbs C' = 1130 Lbs Cable Bracing T= 1/8" dia prestretched aircraft cable 106 Lbs r = 974 Lbs SECTION A -A A REFLECTED PLAN (d EQUIP BASE Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com LOADS: WEIGHT = 41,000 LBS HORIZONTAL FORCE (V„) = 20,500 LBS VERTICAL FORCE (V„) = 6833 LBS BOLT FORCES: Sheet: Job: 07.175 Hoag Advanced Tech 37 Calc By: MVH Date: 02/27/08 PI AN AT RASE TENSION (T) TWr�L= C20500/(36.CX21.3')X (0.3a + 20500/(36.6"X15.31 + (410001 - 68331)21.3' f336 LBS/000 (MAX) 2a.(43.1'X45.5') 410a(45.51 4a+(45.5') ee.-ME=,a re - Mitt WOO SHEAR(V) v = 20500/(24.11 2726 LBS/BOLT (MAX) 4a.(45.5') C.G. WT. = 41,000 LBS T = 1338 LBS/BOLT = 2726 LBS/BOLT SIDE FJ FVATION NOTES: PRE -MANUFACTURED SEISMIC BRACKET (BY ELEKTA) TYP. USE 8- M24 HILTI HSL EXPANSION ANCHORS (MIN. EMBED. = 6.11 1. FORCES ARE DETERMINED PER 2001 CALIFORNIA BUILDING CODE — SECTION 1632A AND HAVE BEEN FACTORED TO REPRESENT WORKING DESIGN LOADS, NOT ULTIMATE. HORIZONTAL FORCE (V„) = 0.50W (Co= .66, ao= 1.0, 1 = 1.5, Ro= 1.5) VERTICAL FORCE (V„) = 0.33(V„) 2. CENTER OF GRAVITY (C.G.) WEIGHT 15 A MAXIMUM. THIS CALCULATION ENCOMPASSES ALL WEIGHTS UP TO THE MAXIMUM WEIGHT SHOWN. 3. ARCHITECT OR STRUCTURAL ENGINEER OF RECORD SHALL PROVIDE SUPPORT STRUCTURE TO SUPPORT WEIGHTS AND FORCES SHOWN. C.G. WT. = 41,000 LBS CENTER POINT USE 8- M24 HILTI HSL EXPANSION ANCHORS (MIN. EMBED. = 6.1") PRE -MANUFACTURED SEISMIC BRACKET (BY ELEKTA) TYP. 4. THE CUSTOMER/ARCHITECT SHALL BE SOLELY RESPONSIBLE FOR ALL SITE SPECIFIC SEISMIC ANCHORAGE CALCULATIONS. Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: Job: 07.175 Hoag Advanced Tech 39 Calc By: MVH Date: 02/27/08 44 @ ff EQUIPMENT ANCHORAGE & SEISMIC ENGIIN.EERIIVG SIEMENS MEDICAL SOLUTIONS cEs R IA BRIE 811f3T 2 "Ha IHilm SIEMENS BIOGRAPH SENSATION 16/64 PET -CT - PET GANTRY - 7 ,„EL7e DATE SEISMIC ANCHORAGE T mAu = 4c15 LES/BOLT Vµq e 108 LBS/BOLT FRONT ELEVATION SLAB ON GRADE USE 12- 5/8"m POKER -BOLT EXPANSION ANCHORS (MIN. EMBED. r 2.759 NOTES: I. FORGES ARE DETERMINED PER 2001 CALIFORNIA BUILDING CODE - SECTION I632A AND HAVE BEEN FACTORED TO REPRESENT WORKING DESIGN LOADS, NOT ULTIMATE. HORIZONTAL FORGE (VH) = 050W - (Go r .bb 8 Rp VERTICAL FORGE (Vv) = 0.33(VH) 2. CENTER OF GRAVITY (C.G.) HEIGHT 15 A MAXIMUM. THIS CALCULATION ENGOMPASSE ALL HEIGHTS UP TO THE MAXIMUM WEIGHT SHOWN. 3. ENGINEER OF RECORD FOR THE BUILDING SHALL PROVIDE SUPPORT STRUCTURE DESIGNED TO SUPPORT WEIGHTS AND FORCES SHOWN. Orange County 23441 South Point Drive, State 245, Laguna Hills, Califomia 92653 Tel: 949.916.3440 www.splrestructures.com • a No. 3566 EXP. 3-31-2008 ,f 3/14/06 N., ,, SPR]E E9UIPMENT ANCHORAGE & SEISMIC ENGINEERING STRUCTURAL Sheet: Job: 07.175 Hoag Advanced Tech Calc By: MVH Date: 02/27/08 41 SIEMENS MEDICAL SOLUTIONS tea R IA BRIE SIEMENS BIOGRAPH SENSATION 16/64 PET -CT - PET GANTRY - na n-a a DATE 3/14/06 OF 7 mama 5EI54IC ANGH0RP6E 3833" 3833" SLAB ON GRADE m 0 0-eK G.6. WT. _ 0 m� 2401 LB5 o lYY=43.48") LOADS: WEIGHT = 2401 LB5 HORIZONTAL FORGE (VH) = 1205 L55 VERTICAL FORGE (Vy) = 402 LB5 BOLT GROUP PROPERTIES: IX-X = I3S1 in 4 IZ-Z=11630in4 IY-Y = 19011 in4 BOLT FORGES: TENSION (T) T= SHEAR (V) Z PLAN AT BASE 0 USE 12- 5/8" m POWER -BOLT EXPANSION ANCHORS (MIN. EMBED. = 215") MOMENTS: MXX = 1205#(43.48") + (2401# - 402#)3" = 55,414"# MZZ = 1205#(43.489 = 52,313"# Myy= 1205#(3") = 5615"# 58414"#(15.15'7 2404 - 402# = 415 LBS/BOLT (MAX) 138q 12 scum V 1205# + 3615"# V15.152+ 38.332 - 108 LBS/BOLT (MAX) 12 ears 11014 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: Job: 07.175 Hoag Advanced Tech 43 Calc By: MVH Date: 02/27/08 f A EQUIPMENT ANCHORAGE & SEISMFC ENGINEERJNG , SIEMENS MEDICAL SOLUTIONS ' R IA BRIE OF 7 roe Na 1 324 SIEMENS BIOGRAPH SENSATION 16/64 PET -CT - CT GANTRY - DATE aNEE18 SEISMIC ANCHORAGE 403" z 403" SLAB ON GRADE 3251" 1 32.51" m G.G. WT. _ 4410 LB5 �� (P = 40.13") 31.3" 31.3" 3155" 3155" LOADS: HEIGHT = 4410 LB5 HORIZONTAL FORGE (VH) = 2205 L135 VERTICAL FORGE (Vy) = 135 LDS BOLT GROUP PROPERTIES: IX-X = 1001 in.4 IZ-Z = 10141 in.4 Iy-y = 11156 in.4 BOLT FORCES: TENSION (T) SHEAR (V) pLAH AT BASE USE 8- 5/8"S POWER -BOLT EXPANSION ANCHORS (MIN EMBED. = 2.15") MOMENTS: MXX = 2205#(40.13") + (4410#-135%)1.02" = 12,236"# MZZ = 2205%(40.13") = Et,481"# Myy = 2205#(1.02") = 2,2401"# 122361(13.11") 4410* - 135# = 141 LBS/BOLT (MAX) 1001 8 BOLTS V 2205# + 2249"# 11156 VI1.132+ 31.55' - 284 LBS/SOLT (MAX) cram Orange County 23441 South Point Drive, Suite 245, Laguna Hills, Califomia 92653 Tel: 949.916.3440 www.spirestructures.com Fax: 949.916.3045 JTRUCTURAL ENGINEER ING Sheet: Job: 07.175 Hoag Advanced Tech 45 Calc By: MVH Date: 02/27/08 s (1A1C1:1� i www,.q.1p aatueAara/a.au SIEMENS MEDICAL SOLUTIONS " R U >etm T a 1 41.s a 354107 •crummy se�naw 0 an 411A6 HEAT EXCHANGER CABINET (WATER!WATER) 5EI941G A C$ RA6E CALGAATION SLAB al ERADE Gb. T T FRONT ELEVATION T w. = N3 L8WBOI.T Vox = 55 Meal 4. I FLAN AT BASF LOADS Pe 2001 CMJF RNA BUILDING CODE - SECTION 1332A WRONG G LOADS, NOT LLTIA4ATE) MOH' =4t1LDS HORZONTAL FORGE MJ = OWN = 221 L86 VERTICAL FORCE Nr1= O39MJ = 74 LSS T TENSION (D = r 22MK9569 2211Li58/ Oita - 7M 2 on (27S9) x � 2 rat Q4pup41 4 a113 LBSSOLT UWO IHAL-SECa) 001[-aalnoao) I1111ar-wl SHEAR M Y = n ti6 U3S/BOLT OWJo W ARCHITECT CR S I*ZT RAL ENGR EER OF REDCRD SHILL PROVDE SUPPORT STAJCRYiE TO SUPPORT' WEEKS AND FORCES SHOWN. Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: BRACKET Br- cONTRAGTOR S P 1 RE Job: 07.175 Hoag Advanced Tech Cale By: I MVH 1 Dater 02/27/08 ST^. a.— IF I_. IIII II_..N(su & SHAW 11140011310NO rrr.acalataalueAaraoa,aeal SIEMENS MEDICAL SOLUTIONS R u NM MS 1 op 1 is e' 00116470.1 MOM 40 IMAGE RECONSTRUCTION SYSTEM an SEISMIC AN HORA6E CALCULATION JODI 00000000 00000000 00000000 00000e00 00000000 00000000 00000000 00000000 000000e0 00000000 00000000 0000 000 — _ 000 0000 000000 0900000 00000000 00000000 00000000 00000000 00000000 00000000 t SLAB ON GRADE 43XDXI/4'X3' &LIV W2- 1112 TEK %RB45 TO BACKING PLATE AND I- VT* BOLT TO CABINET i2 PLACES) BACKN6 PLATE (16 6A. MN) I SI9® AND GONFLTED TO HALL 51RVOTURE Br ENBINEER OF RECORD GB.14. _ 396 CBS. USE 2- W0 HLT1 KIN N ExPANSION ANCA10R5 WITH GOIIPLN6 N r (EeN, EKED. = 251 FRONT ELEVATION T...= 36 L855GREN Vs= 23 LEVI-RIM v uw = 46 LBSVBOLI r2LDE ELEVATION LOADS PER 2001 C.ALIPCRNA BOLDING CODE SE3CTCN 1632A MOWING LOAD$ NOT ILJUlATE) WEIGHT = 336 LBS HORIZONTAL FORCE (LEJ = MON =196 LES VBiTCAL POLICE (V,v)= 039(11e) = 64 LBS DOLT FORCES Wale WI TEneoN (f) &EAR M mole AACHNECT OR STI LJCTGRAL ENGINEER OF RECCAD SHALL PROVDE SUPPORT STF& CRAE TO SUPPORT WBCHIS AND FCHCEB SHOW T aru = E 2 - 36 LBS/SCRW 64NX) Vivra - 4 toes Q94} = 23 LES/9CREN IWO V REcR = 2 nt9314r96 - 46 LBSA3OLT WAX) 318'0 A3Oi BOLT TO GOLFLN6 NIT 3/8'0 ANCHOR BOLT 47 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com Sheet: Job: 07.175 Hoag Advanced Tech Calc By: MVH Date: 02/27/08 gamma£ 1/Mt./�/hI•INt .rtu SIEMENS MEDICAL SOLUTIONS It IA 21118Net trON2 MEDRAD CEILING MOUNT 4tl'i17G AW.,,NORAdiF GN au ATIDN 15E 4- 9)6'/ DOLTS KOH 5TREN511+80LT5 swum) or tersiAO) TO GfLINB PLATE SALT 6R,WP "A'1 L4h121 wg. 4r = 136 LBS IOIZONTAL FORCE Nei = 250 LB9 VERTICAL RIRCE (0) = 83 OS BOLT GHOIP PROPERIla It. = 1Bh4 Iiy= Bh4 Ir_Y=9bh4 BOLT FORCES TEHBOM p1 T= 17,50yS+106#483# 19 4wl PLAN AT MOUNTING PLATE MOI,ENTS M xx = 210042751. MO + 28" = V36dt M u = 2601(42751 + t1961 + 8311062(9' =172EA'#' M yy = 250006251 = 86'[f/ 2939 L8680LT 1140 SHEAR M V = 2513# + - 797 £SBOLT Ala 49 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com S P RE STRUCTURAL FNG IN FER:NG Job: Calc By: 07.175 Hoag Advanced Tech MVH Date: , A fj EQUIPMENT ANCEIORAGE & SELSMIC ENGINEERING www.opuipsontancho►ogo.com SIEMENS MEDICAL SOLUTIONS 02/27/08 oea. R IA BRIE NAONETOM TIM TRIO MRI SYSTEAO MAGNETOM 3.0T TRIO MAGNET SEISMIC ANCHORAGE CALCULATION Lim. 1428 LBS/BOLT Vrwc= 3583 LESBOLT ELEVATION izeNo. . 15-0522 DATE 10/3106 SLAB ON GRADE 6.6. V T. _ 29660 LBS USE 4- 3/410 HILTI KBIII EXPANSION ANCHORS (MIN. EMBED. = 4 ;') NOTES: I. FORGES ARE DETERMINED PER 2001 CALIFORNIA BUILDING CODE - SECTION Ib32A AND HAVE BEEN FACTORED TO REPRESENT WORKING DESIGN LOADS, NOT ULTIMATE. HORIZONTAL FORGE (VH) = 0.50H (Crab6, op r 1.0, I p = 1.5, R p = 1.5) VERTICAL FORGE (Vv) = 0.33(VH) 2. CENTER OF GRAVITY (G.6) HEIGHT 15 A MAXIMUM. THIS CALCULATION ENGOMP ALL WEIGHTS UP TO THE MAXIMUM WEIGHT SHOWN. 3. ARCHITECT OR STRUCTURAL ENGINEER OF RECORD SHALL PROVIDE SUPPORT STRUCTURE TO SUPPORT WEIGHTS AND FORGES SHOWN. 5.5 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 vwwvspirestructures.com 0,: No. 3566 EXP. 3-31-2008 if, 1013110���, '41 rrs ter, c/o � �% Sheet: SPRE _ENGINEERING STRUCTURA- Job: 07.175 Hoag Advanced Tech 53 Calc By: MVH Date: 02/27/08 1!A �g E@v ANCHORAGE & S IIC ENGINEERING w ww.aqu(pmenta9ohoraga.00m SIEMENSR MEDICAL SOLUTIONS IA BRIE 1 OP 1 SHEET OJAGNETOM TIM TRIO Mill SYSTEM) COLD HEAD COMPRESSOR DATE SEISMIC ANCHORAGE G.G. WT. _ 284 LB5 `v Lit 4 CORNER BRACKETS (SEE BELOW) BRACKET (SUPPLIED BY CONTRACTOR) USE 4- 3/8"d HILTI KBIII EXPANSION ANCHORS (MIN. EMBED. = 2.5") 20-3/4' FRONT ELEVATION SLAB ON GRADE T wa = 0 LB5/BOLT MO UPLIFT) Vw.r = 36 LB5/130LT NOTE: FIT CORNER BRACKETS SNUGLY AGAINST CABINET. PROVIDE METAL SHIMS A5 REQUIRED. LOADS: PER 2001 CALIFORNIA BUILDING CODE - SECTION 1632A (WORKING LOADS, NOT ULTIMATE) WEIGHT = 284 LBS HORIZONTAL FORCE (VH) = 0.50W = 142 LBS VERTICAL FORCE CVO = 0.33(VH) = 47 LBS BOLT FORCES: TENSION (T) 21 5/8" J G.G. T = r 142#(529 x (0.3J + 142#(525h 284# - 47# - 0 LBS/BOLT (NO UPLIFT) 2 eats (21.631 2 Baus (17.751 4 ears NOTE (HAL -SDE TO SIDE IHOf¢ -F t4t TO BAK) (Y,Ef1T VvI SHEAR (V) V = 42# = 36 LBS/BOLT (MAX) ARCHITECT OR STRUCTURAL ENGINEER OF RECORD SHALL PROVIDE SUPPORT STRUCTURE TO SUPPORT WEIGHTS AND FORCES SHOWN. Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 www.spirestructures.com PLAN AT BASE CORNER BRACKET Fax: 949.916.3445 Sheet: Job: 07.175 Hoag Advanced Tech 55 Calc By: MVH Date: 02/27/08 IAA'a l & EIGIIVPERING www.equlpmentenchorage.com SIEMENS MEDICAL SOLUTIONS °el R' A BRIE 35-0522 1 1 (MAf31VEToM TIM TRIO M I SYSTEM)au. KKT KRAUS INTERFACE PANEL DATE DAM 0, y SEISMIC ANCHORAGE FRONT ELEVATION WALL MOUNTED ENGINEER OF RECORD SHALL DESIGN THE BACKING PLATE (16 GA. MIN.) AND THE WALL STRUCTURE USE 4- #I2 TEK SCREWS TO BACKING PLATE hour = 25 LBS/SCREW Vwx = 50 LBS/SCREW G.G. SIDE ELEVATION LOADS: PER 2001 CALIFORNIA BUILDING CODE SECTION 1632A (WORKING LOADS, NOT ULTIMATE) WEIGHT = 88 LBS HORIZONTAL FORCE (VH) = 0,94W = 83 LBS VERTICAL FORCE (Vv) = 0S3(VH) = 28 LBS BOLT FORCES: TENSION (T) T _ 83# + 88# + 28#(21 4 s revs 2 SCREWS (271 SHEAR M - 25 LBS/SCREW (MAX) V = 83# + 88# + 28# - 50 LBS/SCREW (MAX) 4 saews 4 mrvs NOTE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD SHALL PROVIDE SUPPORT STRUCTURE TO SUPPORT WEIGHTS AND FORCES SHOWN. Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 wwwspirestructures.com it 7 RO 1. 4e No. 3566 EXP. 3-31-2006 rlJ2/23/04 N, OF Tel: 949.916.3440 Fax: 949.916.3445 1 . , Sheet: Job: 07.175 Hoag Advanced Tech 57 Calc By: MVH Date: 02/27/08 -sl-t 1 0144 (4,4T-P) WAW Ert4la 013-CarrVr= ai1-(o'¢)(1,o)\%=',Z°i\4' 1.q Fr(fcyg) = 0154 e,vi) 144 = 0,4z r 2 -174`if 43F/iW =TUih116— i P1stAnN, F1NU "site Atevikk-i7 MhU 3.11cF Fr A4Z/nfl) %,t`*KfL 1l ZQl,12 I,b� 1z 1F a� 38 (itlfi(tr +� 8,o17* 4#"15 v2. ti/fi� r'F� 1 � D 3JTIT (,a1* I , g r5P 4 ,t 291sP 52q' •Ut . 3475125-33s ibeci (1= i . 1 hit :hell -Pr flat smov--la 4. Tirtgvt22, 5117 *0s') � r ri,25" tt000 (0,4-4 4-1-/5 00 r#tt 11bk w/ 15 iameM- Orange County 23441 South Point Drive, Suite 245, Laguna Hills, California 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com ai ,YRuCTURAL ENGINEERING CFS Version 5.0.2 Section: Section 3.sct Channel 8x1.37x0.375-16 Gage Rev. Date: 12/5/2007 5:39:18 PM Sheet: Job: 07.175 Hoag Advanced Tech 59 Calc By: MVH Date: 02/27/08 Member Check - 2004 North American Specification - US (ASD) Page 2 Design Parameters: Lx 20.330 ft Ly 5.000 ft Lt 5.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Bottom Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.0000 0.000 0.0000 0.000 0.0000 Applied 0.0000 0.000 0.0000 0.000 0.0000 Strength 4.2747 17.296 2.0908 1.976 1.5227 Effective section properties at applied loads: Ae 0.62652 inA2 Ixe 5.1013 in"4 Iye Sxe(t) 1.2753 inA3 Sye(1) Sxe(b) 1.2753 inA3 Sye(r) 0.1115 in"4 0.4374 inA3 0.1000 inA3 Interaction Equations NAS Eq. CS.2.1-1 (P, Mx, My) 0.000 + 0.000 + 0.000 = 0.000 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.000 + 0.000 = 0.000 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.000 + 0.000)= 0.000 c= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Orange County 23441 South Point Drive, Suite 245, Laguna Hills, Califomia 92653 Tel: 949.916.3440 Fax: 949.916.3445 www.spirestructures.com