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Plans (34) • • • • • • • • • • eleven engineering & design llc • • • • Structural Calculations • • Pacific Rim Academy - Building Additions 13C P }t -' r-7' • City of Tigard • 8970 SW Burnham Street A. . oyed Plans • By AU. ` date • Tigard, OR _ OIAAM •= Project: #16-016 OFFICE COPY • June 2016 • • • • 1 , T ,, • Contact Information: O PRQ • Greg Shea, SE, PE 481 4, 1' • • 503.432.5654 OREGON • ' ` 16, "` • greg.shea@11 -ed.com aR . • RENEWS:06/30/'2016 • • Digitally signed by Gregory F.Shea • DN:C=US,E=greg.shea@11-ed.com, 0=11 ED,OU="Engineering", • Gregory F. Shea CNGregory F.Shea Reason:I am the author of this • document Date:2016.06.30 07:03:02-07 00' • • 0 0 "ASCE705W.xls"Program • Version 1.2 111 • WIND LOADING ANALYSIS -Main Wind-Force Resisting System Per ASCE 7-05 Code for Enclosed or Partially Enclosed Buildings • Using Method 2:Analytical Procedure(Section 6.5)for Low-Rise Buildings • Job Name: Pacific Rim Academy Subject: 1-Story section Job Number: 16-016 Originator: GF Shea I Checker: • Input Data: M��====� • ^ • Wind Speed,V i 120 mph (Wind Map, Figure 6-1) I Bldg. ClassificationII (Table 1-1 Occupancy Cat.) Wind Exposure Category B (Sect.6.5.6) -�11 1 B • Ridge Height, hr 22 50 ft. (hr>= he) Eave Height, he 21.00 ft. (he<=hr) • Building Width= 30.46 ft. (Normal to Building Ridge) II =Eli ME EMI=MEI Building Length 39 00 ft. (Parallel to Building Ridge) L • Roof Type= Monoslope (Gable or Monoslope) F I • Topo. Factor, Kzt= 1.-do (Sect.6.5.7&Figure 6-4) Plan Direct. Factor, Kd= 0.85 (Table 6-4) `'S II Enclosed?(Y/N) Y (Sect. 6.2&Figure 6-5) � , � • Hurricane Region? N hr 0 ID Resulting Resulting Parameters and Coefficients: El IN he 4111 Roof Angle,0= 2.82 deg. • Mean Roof Ht., h= 21.00 ft. (h =he,for angle<=10 deg.) Elevation ID Check Criteria for a Low-Rise Building: • 1. Is h<=60'? Yes,O.K. 2. Is h<=Lesser of L or B? Yes, O.K. • External Pressure Coeff s., GCpf(Fig.6-10): - (For values, see following wind load tabulations.) Positive&Negative Internal Pressure Coefficients, GCpi(Figure 6-5): • +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = ��-0.18 (negative internal pressure) 111 • If h < 15 then: Kh =2.01*(15/zg)^(2/a) (Table 6-3, Case 1b) 4111 If h>= 15 then: Kh=2.01*(z/zg)^(2/a) (Table 6-3, Case 1 b) (Note: z not<30'for Exp. B, Case 1) a= 7.00 (Table 6-2) • zg= 1200 (Table 6-2) Kh= 0 70 (Kh=Kz evaluated at z=h) I= 1.00 (Table 6-1) (Importance factor) 411 Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V^2*I (Sect.6.5.10, Eq.6-15) • qh= 21.95 psf qh=0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z=h) Design Net External Wind Pressures(Sect. 6.5.12.2.2): • p=qh*[(GCpf)-(+/-GCpi)] (psf, Eq. 6-18) • Wall and Roof End Zone Widths'a' and'2*a'(Fig.6-10): • a= 3.05ft. • 2*a= 6.09.......__ ft. • ID a 0 • 411 1 of 3 6/29/2016 7:58 PM • • • "ASCE705W.xls"Program - Version 1.2 IIIII III MWFRS Wind Load for Transverse Direction MWFRS Wind Load for Longitudinal Direction Surface GCpf p=Net Pressures(psf) Surface *GCpf p=Net Pressures(psf) ID (wl+GCpi) '(w/-GCpi) (w/+GCpi)" (w/-GCpi) - Zone 1 0.40 4.83 12.73 Zone 1 0.40 4.83 12.73 Zone 2 -0.69 -19.10 11 20 Zone 2 0 69 19 10 11 20 ID Zone 3 -0 37 -12.07 -4.17 Zone 3 -0.37 12 07 -4.17 - Zone 4 -0.29 -10.32 -2.41 Zone 4 -0.29 -10.32 -2.41 Zone 5 -0.45 -13.83 -5.93 Zone 5 045 -13.83 -5.93 • Zone 6 -0.45 -13.83 -5.93 Zone 6 -0.45 -13.83 -5.93 Zone 1E 0.61 9.44 17.34 Zone 1E 0.61 9.44 17.34 II Zone 2E 1 07 -27.44 -19.54 Zone 2E -1.07 -27.44 -19.54 Ili Zone 3E -0.53 -15.59 -7.68 Zone 3E -0.53 -15.59 -7.68 Zone 4E -0.43 -13.39 -5.49 Zone4E -0.43 -13.39 -5.49 III 11111 *Note: Use roof angle 0=0 degrees for Longitudinal Direction. For Trans.when GCpf is nes. in Zones 2/2E: For Long.when GCpf is neg. in Zones 2/2E: Zones 2/2E dist. = 15.23 ft. Zones 2/2E dist.= 19.50 ft. III of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients. III MWFRS Wind Load for Transverse,Torsional Case MWFRS Wind Load for Long.,Torsional Case - Surface GCpf p Net Pressure;(psf) Surface GCpf p=Net Pressure(psf) (w/+GCpi) ;(w/-GCpi) (w/+GCpi) (wI-GCpi) III Zone 1T 1.21 3.18 Zone 1T 1.21 3.18 Zone 2TT �. m..e , --- -4.77 2.80 Zone 2T --- -4.77 2 80 III Zone 3T -3.02 -1.04 Zone 3T -3.02 -1.04IIII Zone 4T --- -2.58 -0.60 Zone 4T --- -2.58 -0.60 III Notes: 1. For Transverse, Longitudinal,and Torsional Cases: III 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. - Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone. - Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. . Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. III 2. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces. ID3. Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building corner in turn as the reference corner. - 4.Wind loads for torsional cases are 25%of respective transverse or longitudinal zone load values. - Torsional loading shall apply to all 8 basic load cases applied at each reference corner. Exception: One-story buildings with"h"<=30', buildings<=2 stories framed with light frame - construction,and buildings<=2 stories designed with flexible diaphragms need not be designed for torsional load cases. III 5. Per Code Section 6.1.4.1,the minimum wind load for MWFRS shall not be less than 10 psf. - 6. References :a.ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" 111111 I by: Kishor C. Mehta and James M. Delahay(2004). - li III III III • III 411 2 of 3 6/29/2016 7:58 PM III • • "ASCE705W.xls"Program • Version 1.2 S Low-Rise # c • Buildings A - * III h<=60' 4, I' '44,, * III 2 t. Agg , • **Ns, ft . 44 44 III • ts 3- .4,4- 4, '1/44 .t-1001V \ *6 illy ':. IlbID .. , ..T., ,a S ID • Transvaiseninettin • , .4. :144113t44441/4-• Ai r-4.-.' ,1 i. Silinii101104, 4, .., .....--...t, ...., III ia # .-s,,e • iilii * ) * • Irolia.60- ` ..„0 ..tahlo.'AdO- 141 0 13 '`, •••• .'• I A • ---!.. h, • • Bask Load Cases si I. 1144 , 1,II 1 0 0 4 ....e.. WI* \ • 4•210.„ A, , 4 , „1, ,,,, ,.„,„....„„, .,,-- .114••., ID • Transverse Direction Longitudnal Direction fill Torsional Load Cases • • • • 0 0 3 of 3 6/29/2016 7:58 PM • • • - "ASCE705W.xls"Program • Version 1.2 III • WIND LOADING ANALYSIS Main Wind-Force Resisting System Per ASCE 7-05 Code for Enclosed or Partially Enclosed Buildings • Using Method 2:Analytical Procedure(Section 6.5)for Low-Rise Buildings III Job Name: Pacific Rim Academy Subject: Two story section Job Number: 16-016 Originator: GF Shea I Checker: - Input Data: =mimimmmm� • I A • Wind Speed,V 120 mph (Wind Map, Figure 6-1) Bldg. Classification= II (Table 1-1 Occupancy Cat.) Wind mi B I • Exposure Category B (Sect.6.5.6) • Ridge Height, hr= 22;50 ft. (hr>=he) 111 I Eave Height, he= 21.00 ft. (he<=hr) I • Building Width= 30.46 ft. (Normal to Building Ridge) ElI Building Length 39.00 ft. (Parallel to Building Ridge) MIME Mr L >1 Roof Type= Monoslope (Gable or Monoslope) • Topo. Factor, Kzt -1:60 (Sect.6.5.7&Figure 6-4) Plan Direct. Factor, Kd = 0.85 (Table 6-4) 'S. ID Enclosed?(Y/N) Y (Sect.6.2&Figure 6-5) � >�� • Hurricane Region? N hr 8 El A 4111 Resulting Parameters and Coefficients: 1111 RI he Ell II Roof Angle,8= 2.82 deg. • Mean Roof Ht., h= 21.00 ft. (h=he,for angle<=10 deg.) Elevation II Check Criteria for a Low-Rise Building: • 1. Is h<=60'? Yes,O.K. 1 2. Is h<=Lesser of L or B? Yes, O.K. • External Pressure Coeff's.,GCpf(Fig.6-10): • (For values, see following wind load tabulations.) Positive&Negative Internal Pressure Coefficients, GCpi(Figure 6-5): • +GCpi Coef.= 0.18 (positive internal pressure) • -GCpi Coef. -0.18 (negative internal pressure) • If h< 15 then: Kh =2.01*(15/zg)^(2/a) (Table 6-3, Case lb) If h>= 15 then: Kh =2.01*(z/zg)^(2/a) (Table 6-3, Case 1 b) (Note: z not<30'for Exp. B,Case 1) • a= 7.00 (Table 6-2) • zg = 1200 (Table 6-2) Kh 0.70_ (Kh= Kz evaluated at z=h) • I= w 1.00 (Table 6-1) (Importance factor) e Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V^2*I (Sect.6.5.10, Eq.6-15) • qh= 21.95 psf qh=0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z=h) Design Net External Wind Pressures(Sect.6.5.12.2.2): • p=qh*[(GCpf)-(+/-GCpi)] (psf, Eq. 6-18) - Wall and Roof End Zone Widths'a' and'2*a'(Fig.6-10): III a= 3.05 ft. • 2*a= 6.09 ft. • 1111 • • 0 III 1 of 3 6/29/2016 7:57 PM • • • "ASCE705W.xls"Program - Version 1.2 • 1111 MWFRS Wind Load for Transverse Direction MWFRS Wind Load for Longitudinal Direction 1111Surface GCpf p=Net Pressures(psf) Surface *GCpf p=Net Pressures(psf) (w/+GCpi) (w/-GCpi) (w/+GCpi) (w/-GCpi) - Zone 1 0.40 4.83 12.73 Zone 1 0.40 4.83 12.73 Zone 2 -0.69 -19.10 -11.20 Zone 2 -0.69 -19.10 -11.20 IIII Zone3 -0.37 -12.07 -4.17 Zone3 -0.37 -12.07 -4.17 Zone 4 -0.29 -10.32 -2.41 Zone 4 -0.29 -10.32 -2.41 Zone 5 -0.45 -13.83 -5.93 Zone 5 -0.45 -13.83 -5.93 III Zone 6 -0.45 -13.83 -5.93 Zone 6 -0.45 -13.83 -5.93 - Zone 1E 0.61 9.44 17.34 Zone 1E 0.61 9.44 17.34 Zone 2E -1.07 -27.44 -19.54 Zone 2E -1.07 -27.44 -19.54 • Zone 3E -0.53 -15.59 -7.68 Zone 3E 0 53 -15.59 -7.68 Zone 4E -0.43 -13.39 -5.49 Zone 4E -0.43 -13.39 -5.49 IIIII *Note: Use roof angle 0=0 degrees for Longitudinal Direction. • For Trans.when GCpf is ne.. in Zones 2/2E: For Long.when GCpf is neg. in Zones 2/2E: IIII Zones 2/2E dist. = 15.23 ft. Zones 2/2E dist. = 19.50 Ift. - Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients. al MWFRS Wind Load for Transverse,Torsional Case MWFRS Wind Load for Long.,Torsional Case - Surface GCpf p=Net Pressure(psf) Surface GCpf p=Net`Pressure(psf) (wi+GCpi) (w/-GCpi) (w/+GCpi) (w/-GCpi) - Zone 1T --- 1.21 3.18 Zone 1T 1.21 3.18 Zone 2T --- -4.77 -2.80 Zone 2T_ --- -4.77 -2.80 ID Zone 3T -3.02 -1.04 Zone 3T -3.02 -1.04 - Zone 4T --- -2.58 -0.60 Zone 4T --- -2.58 -0.60 • Notes: 1. For Transverse, Longitudinal,and Torsional Cases: Ill 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. - Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone. - Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. 5 Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. 5 2. (+)and(-)signs signify wind pressures acting toward&away from respective surfaces. - 3. Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building corner in turn as the reference corner. 5 4.Wind loads for torsional cases are 25%of respective transverse or longitudinal zone load values. - Torsional loading shall apply to all 8 basic load cases applied at each reference corner. Exception:One-story buildings with"h"<=30', buildings<=2 stories framed with light frame - construction,and buildings<=2 stories designed with flexible diaphragms need not be designed for torsional load cases. • 5. Per Code Section 6.1.4.1,the minimum wind load for MWFRS shall not be less than 10 psf. - 6. References : a.ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" a by: Kishor C. Mehta and James M. Delahay(2004). - • 0 • • • S • 2 of 3 6/29/2016 7:57 PM • • • • • Ft Project: PAcCA R4t,ei Ac .3-41 Project No.: (La -©tto • fskt=Dirt Date: 2+ • Subject: 1,.prraieNt.... /144 ..+r 1 By: CT.F.4,14EN seven Dineen • .dere. (1c • Page: • • movc. GT 17-16-'110 fog- Czt4 ptPpt- - s: • - (0(Llreie -y _ 11t. 1 or $tytt t>ts st, • L. = 1 t ` • � ` • LI = Lt • t w ©tZ. w u- J-- zu, x • • WIN c> L .t • 41,,k 2a E (stsu, w . ie- • p, e 3 Kr Fre _ .44 Ps.f. tat= (1.01' • 2.29 ._ .. ._. e .... _. ._. _.. I AW4.4. poor N.T. C to,2s4-1t• /12 • t.9. Svc,. P ET! H-t C z. s.4. t� z.= t^s[ ,F (4 034to.',2.)( iv.eflc /2 + ts(0 7) •. I a-7 wiLea.'_ta (1.44 — �+71 lc")(11Y(0) • f 3�•41i, tn1��,�, �t5�tra ) (t+ .$7'-4 t f2 • cam+= .► "- = 7.toe" (IA 441 0,0 • R-s est. =(0) W7 ( O tW/i) . (#0,014)(100% -42h01/2)/B0.44, • - tvapo + Z ` = 1952 = V „ • AT z Moog. • f.4 otz. = 19 C o. `lz) -E. &o C t .61 (x.44- .012)/34 • = 22 ei. 4. 43e7 27-2.3 4 = V u • • Vtz, 0.(00132. 40) = 114t • V2 = o. (2.72 *) -- r • '2713 • • • Contact Information: I www.11-ED.com • • Project PAC(MC, (2-it frc P 1-1Y Project No.: ((ca-of Ca. • a Ft 0 ct72t 11©t-.i Date: 27 APR- tla • Subject LOKTalzoNt. 1-"" 'tel By &,r. S -#4,SelE-#4, • eleven . tmeeri..&ile4i.. Ile Page: • • WttuP L-.O GcN Th$U b'R • • a-i's • • II: I • it • I- STo;z " Penta.mot� 5 • PI = 4.e") Prf. Kg = 1* -f "►C` 5 Px - -tq,ta }7 ti = -�7*41 • 1% = -12,0"7 ' a.. 7 -'I5. • p, r . 10,32. LS.7>1 5 • • f tvgt z . t.-Irr t. Gert cs T o 6V m az • t20.0.00 ..,44.,. L 7 rGTN o~iw`' 2:t2 c. 10E . (2.t?` 5 p.2 s (2.42.V (-tomt.to) = .t4- # f? -4+- • P .. (a 12.17`)(..12.et) = t .16 psp --_-V-+. kw!. t~ORL.G = -3,t* 4. 1.,9g7 ,. -1, Idea gam' +--- (Tt�is i Ms.tm Co s* :. -tt�It•Rft2fiw. (*t$44... tr-criF 404-tat "C t tR 'rioc • I.aP To t F _ (4e54to,3a')(1,+.12) = td ' `l` 5 tote-vie , ( ot.44 4-13,51 - ts,t ) (ti.12) --- :i 4tel • • tx;►c " Cr) op, • taco *r. (to3'j2)_ 4- +.44#4 60 0t)(cta- c•, z) 'Im 5 • • • • • • Contact Information: 1 www.11-ED.co, •4/27/2016 Design Maps Summary Report • 11uss Design Maps Summary Report • - User-Specified Input Report Title Pacific Rim Academy - Wed April 27,2016 19:37:20 UTC a Building Code Reference Document ASCE 7-10 Standard • (which utilizes USGS hazard data available in 2008) • Site Coordinates 45.42774°N, 122.76967°W • Site Soil Classification Site Class D - "Stiff Soil" • Risk Category I/II/III III t .. A ''''-':_,4,-, i. _ i .. . # ' - . V m O ry10 1 41) !:;Z::4;-..„%;,,,',:';iii,:,V- --4-i-_:::::-'7'; -:-4.i-,,-,Taiii' ;:---' ',/ * 1,i;;';q!:::,;'74':t?t-',1, ',' ,11() ;.!7''''''+' !%- f--,: iii)0,4, , .-.` 88 ,` lk14§. , ;,, 'e _ * g ' i " j » a � , if L �; -,-,-- ANL I. _ 1. -'''- .:::',7'fioiiipi s.4' '1---- ,,,,,e.; 4fflomm041,1 ' ,,*', \ '- ''''.* ---. * --*':-:Y-4- ;29--z-, ',It - ,, ,,,,r1-,--;,--,,-;44- *,-- � -: "_ Vi. • 17 ' - ,* "R _ z - , „ • USGS-Provided Output fit SS = 0.971 g SMS = 1.079 g Sps = 0.720 g • S1 = 0.422 g SM1 = 0.666 g S01 = 0.444 g • • For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and • select the"2009 NEHRP" building code reference document. • • MCER Response Spectrum Design Response Spectrum • 1.10 0.72 • 0.99 0.64 0.88 • 0.56 0.77 0.42 • ii0.66 ET Sn 0.55 , • 0.40 0.44 tg 0.32 0 0.33 0.24 5 0.22 0.16 4. 0.11 0.02 0.00 0.00 • 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period, T(sec) Period, T(sec) • • For PGA,, T„ CRs, and CR1 values, please view the detailed report. • • http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.427743&longitude=-122.76967&siteclass=3&riskcategory=0&.. 1/2 • • "IBC2006E.xls"Program - Version 1.0 III SEISMIC BASE SHEAR - Per IBC 2006 and ASCE 7-05 Specifications Using Euivalent Lateral Force Procedure for Regular Sin le-Level Building/Structural Systems 11111 Job Name: Pacific Rim Academy Subject: 1-story Front to Back ill Number: 16-016 Originator: GF Shea I Checker: III Input Data: Occupancy Category= II IBC 2006,Table 1604.5, page 281 TTZTTTTTT F III Importance Factor, I= 1.00 ASCE 7-05 Table 11.5-1, page 116 A - Soil Site Class= D IBC 2006 Table 1613.5.2, page 303 Location Zip Code= 97223 hn 11111 Spectral Accel.,Ss= 0.971 ASCE 7-05 Figures 22-1 to 22-14 - Spectral Accel., Si = 0.422 ASCE 7-05 Figures 22-2 to 22-14 Long.Trans. Period,Ti-= 16.000 sec.ASCE 7 Fig's.22-15 to 22-20 - Structure Height, hn= 16.125 eft. V=Cs*W Total Seismic Weight,W= 116.4:8 kips ASCE 7-05 Section 12.7.2 Seismic Base Shear • Actual Calc. Period,Tc= 0.006 sec. from independent analysis (Regular Bldg.Configurations Only) III Resist. System= �A13 Light-framed walls sheathed with wood structural panels rated for - shear or steel sheets(ASCE 7-05, Results: Table 12.2-1) • Site Coefficients: - Fa= 1.112 IBC 2006 Table 1613.5.3(1), page 304 III R,= 1.578 IBC 2006 Table 1613.5.3(2), page 304 - Maximum Spectral Response Accelerations for Short and 1-Second Periods: - SMs= 1.079 SMS=Fa*Ss, IBC 2006 Eqn. 16-37, page 303 SMI = 0.666 SMI =Fv*St, IBC 2006 Eqn. 16-38,page 303 Ili Design Spectral Response Accelerations for Short and 1-Second Periods : - SDS= 0.720 SDs=2*SMs/3, IBC 2006 Eqn. 16-39, page 304 - SD1 = 0.444 SD1 =2*SMU3, IBC 2006 Eqn. 16-40, page 304 IIIII Seismic Design Category: - Category(for SDS)= D IBC 2006 Table 1613.5.6(1), page 306 Category(for SD1)= D IBC 2006 Table 1613.5.6(2), page 306 • Use Category= D Most critical of either category case above controls • Fundamental Period: - Period Coefficient, CT= 0.020 ASCE 7-05 Table 12.8-2, page 129 Period Exponent,x= 0.75 ASCE 7-05 Table 12.8-2, page 129 - Approx. Period,Ta= 0.161 sec., Ta=CT*hn^(x), ASCE 7-05 Section 12.8.2.1, Eqn. 12.8-7 Upper Limit Coef.,Cu= 1.400 ASCE 7-05 Table 12.8-1, page 129 II Period max.,T(max)= 0.225 sec., T(max)=Cu*Ta, ASCE 7-05 Section 12.8.2, page 129 - Fundamental Period,T= 0.161 sec., T=Ta<=Cu*Ta, ASCE 7-05 Section 12.8.2, page 129 III Seismic Design Coefficients and Factors: II Mod. Coef., R= 6.5 ASCE 7-05 Table 12.2-1, pages 120-122 Overstrength Factor, )o= 3 ASCE 7-05 Table 12.2-1, pages 120-122III Defl.Amplif. Factor,Cd= 4 _ ASCE 7-05 Table 12.2-1, pages 120-122 Cs= 6.11i Cs=SDs/(R/I),ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2 • CS(max)= 0.424 For T<=TL, CS(max)=SD1/(T*(R/I)),ASCE 7-05 Eqn. 12.8-3 Cs(min)= 0.032CS(min)=0.044*SDS*I>=0.01,ASCE 7-05 Eqn. 12.8-5(Suppl.2) III 1 Use:Cs= 0.11CS(min)<=CS<=CS(max) - Seismic Base Shear: • V= 12.89 kips,V=Cs*W,ASCE 7-05 Section 12.8.1, Eqn. 12.8-1 - • 1 of 1 6/29/2016 8:17 PM ID III • • • ID Version Program Version 1.0 • • SEISMIC BASE SHEAR AND VERTICAL SHEAR DISTRIBUTION Per IBC 2006 and ASCE 7-05 Specifications ID Using Equivalent Lateral Force Procedure for Regular Multi-Level Building/Structural Systems • Job Name: Pacific Rim Academy Subject: 2-story Side to Side Job Number: 16 016 Originator: GF Shea I Checker: • Input Data: • Occupancy Category II IBC 2006,Table 1604.5, page 281 • Importance Factor,I= 1.00 ASCE 7-05 Table 11.5-1, page 116 y y v y y "' y"' Flo Soil Site Class= D IBC 2006 Table 1613.5.2, page 303 —F9 Location Zip Code= 97223 —I--Fs • Spectral Accel., Ss= 0 971 ASCE 7-05 Figures 22-1 to 22-14 —F7 Spectral Accel., Si 0.422 ASCE 7-05 Figures 22-2 to 22-14 "1--F6 • Long. Trans. Period,Tu= 16.000 sec.ASCE 7 Fig's. 22-15 to 22-20 f—F5 Structure Height, hn= 21.000 ft. hn F4 • Actual Calc. Period,Tc= 0.000 sec. from independent analysis '11-- F3 • Seismic Resist. System= A13 Light-framed walls sheathed with F2 • wood structural panels rated for t Fi Jhx shear or steel sheets(ASCE 7-05 '1 , I J - Table 12.2-1) —..—. Structure Weight Distribution: V=Cs*W= EF - No. of Seismic Levels=r 2 Seismic Base Shear - (Regular Bldg.Configurations Only) Seismic Height, hx Weight,Wx • Level x (ft.) (kips) 2v 20 875_ 20.27 1 10.000 _34.05_. � � �� S • • • _ _�� _,� , 41. W- .., _ ._w III Total Weight,W= EWx= 54.32 kips (ASCE 7-05 Section 12.7.2) 0 Results: - Site Coefficients: • Fa= 1.112 IBC 2006 Table 1613.5.3(1), page 304 - Fv= 1.578 IBC 2006 Table 1613.5.3(2), page 304 • Maximum Spectral Response Accelerations for Short and 1-Second Periods. SMs= 1.079 SMS= Fa*Ss, IBC 2006 Eqn. 16-37, page 303 SM1 = 0.666 SM1 = Fv*S1, IBC 2006 Eqn. 16-38, page 303 • Design Spectral Response Accelerations for Short and 1-Second Periods 0 SDs= 0.720 SDS=2*SM5/3, IBC 2006 Eqn. 16-39, page 304 • SD1 = 0.444 SD1 =2*SM1/3, IBC 2006 Eqn. 16-40, page 304 (continued:) - • - 1 of 2 6/29/2016 8:18 PM 0 • • "IBC2006E.xls"Program ID 1.0 Seismic Design Category: Category(for SDs)= Q IBC 2006 Table 1613.5.6(1), page 306 5 Category(for Sol)= D IBC 2006 Table 1613.5.6(2), page 306 Use Category= D Most critical of either category case above controls 41111 Fundamental Period: Period Coefficient, CT= 0.020 ASCE 7-05 Table 12.8-2, page 129 5 Period Exponent,x= 0.75 ASCE 7-05 Table 12.8-2, page 129 Approx. Period,Ta= 0.196 sec., Ta=CT*hn^(x), ASCE 7-05 Section 12.8.2.1, Eqn. 12.8-7 Upper Limit Coef., Cu= 1 400 ASCE 7-05 Table 12.8-1, page 129 5 Period max.,T(max)= 0.275 sec., T(max)=Cu*Ta, ASCE 7-05 Section 12.8-2, page 129 Fundamental Period,T= 0 196 sec., T=Ta<=Cu*Ta, ASCE 7-05 Section 12.8.2, page 129 S Seismic Design Coefficients and Factors: Response Mod. Coef., R= 6.5 ASCE 7-05 Table 12.2-1, pages 120-122 5 Overstrength Factor,c/o= 3 ASCE 7-05 Table 12.2-1, pages 120-122 Defl.Amplif. Factor, Cd= 4 ASCE 7-05 Table 12.2-1, pages 120-122 Cs= 0.111 Cs=Sos/(R/I),ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2 5 CS(max) 0.348 For T<=TL, CS(max)=SD1/(T*(R/l)),ASCE 7-05 Eqn. 12.8-3 Cs(min) 0.032 CS(min)=0.044*SDS*1 >=0.01,ASCE 7-05 Eqn. 12.8-5(Suppl. Use: Cs= 0.111 CS(min)<=CS<=CS(max) Seismic Base Shear: • V= 6.01 kips,V=Cs*W,ASCE 7-05 Section 12.8.1, Eqn. 12.8-1 Seismic Shear Vertical Distribution: 5 Distribution Exponent, k= 1.00 k= 1 for T<=0.5 sec., k=2 for T>=0.5 sec. 411k=(2-1)*(T-0.5)/(2.5-0.5)+1,for 0.5 sec. <k<2.5 sec. Lateral Force at Any Level: Fx=Cvx*V, ASCE 7-05 Section 12.8.3, Eqn. 12..8-11, page 130 - Vertical Distribution Factor: Cvx=Wx*hx^k/(EWi*hi^k), ASCE 7-05 Eqn. 12.8-12, page 130 Seismic Weight,Wx hxAk Wx*h^k Cvx Shear, Fx E Story Level X (kips) (ft.) (ft-kips) (%) (kips) Shears 2 20 27 20.875 423.1 0.554 3.33 3.33 5 1 34.05 10 000 340.5 0.446 268 6.01 411 11) • E= 54.32 763.7 1.000 6.01 - Comments: 5 S • S • • 2 of 2 6/29/2016 8:18 PM 411 • • • • I DProject'• Prvc-t c�. M11/4411/411--1.1- Project No.: t(-a • /cOOt`R vr.l Date: V7 t14a • � Subject: LPitE L. ,N1,..tftz.. 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By: (P.F.SiisT., eleven engineering a design lk • Page: • • L 0,6<t›S ?zr tY" 16.4)aiTt oN ' F' Ldykfl t PS.F C-1 c • 0S • 12.-rx Lime t „„ 2( 1.4-1/2) = 14-7 • P tZot4r w t-t. = 12. fit 1.4Y2 = 04 4' • • L-464:>s f*Ztal.W.T. t Growl' • • oF La = is is C=(` sem-, • Ps-eP iz-T C 14#4E. wt�,u.= b6 f t;ti-/z� _ 4.7 r� • Fizot-vT (MAU. > tof5A.F 04/2j = E31{' • tt45 • tnrTE Z oR. 01/412-T11101,1 tnrRu,.� { sE t &RA OS t si 2 31e + 10.V tO.ZR 'E' 2.6a.torr)) " 11Y • fk'stra"tir'C> tAtikt.t.. 14i: = a{ • ttisa � .► cof4-1- A tt.5.-)(e2 `i) = 21.74, 4111— tArmc c f PT = '21.74o *A e, (e . ? t a,o fir,. C c, as F} • • ufl RT PoM (+s ?Az-NW?... a • CksS r'- , Tb 690fitR Z.TL`f V./NA- INT 6e41> ( • • LAST 2-sTop-Y Ot • F-42F L©Rp m. 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PcT &RAS> _ 12 17SF C ta.2 `I2 = 02 41 5 Wert-t.- Pir &C' P (C - 12. F ( 2.t,SV2--t+ V') rx t ht • V-44D 0 = (2. Mr C31 ') 4. te, PAF ( „(0.2c../2) = is 4.22 = 6143/44 • tt4Z .OR. VIP4A.- = $ r5P (_ r. i.)(.4t.t-1'V )jt2` = _11°1 lt1 • L OM?5 PcT 2"¢ rt oolz-; • Ea tztD tot COP© {D = e F (S.Crzslz) = 2;,4M in 12- M.F. (mss`) 4.2, • e) lite (42. i/2) 2.<o 4,4 C uw • • tt..fl a a L vi *`j' 1.. &D PLR. * t Psf ( .0` ) 540 • wttku.Stow • (0Q 5 12esF Cto`)f2 • l kt--tea._ fi roP ( 61 tol z)/t 7.' = 2.4i1 #/. • L.DA42 TO goon' : • . 2'j` tN = baa 4 t'2 4. LII-1-1- t4 11 (27o' )t.ttt= IS,trss t,„.. 1 t U•42.z 44'24' 8"t =44 4554 p.ttt2So di 1 I . f • • • : (31V2 -1- '2. (1.2.)(.3. /31) x-15 -t- 24 4 12.2.1 4 • tZ.4 _ (. 'f a # 2 Ctz.) 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C — L. r (.7.1.11 = • WPc.G 5 — L. = rz.= cot • WrN4L- t0 _ L.:' 12, t• iti • Get kC3°!)(vt/2.) -- 021;:1,4)(1 2 C . ta3®S2 33024 = (dogoto • (. 6t1 + (#2.(0-84'Ctz\ 327‘o 4- S1,4 37t35 • = 1 FRorc • • F� s 2 tomo • • t7t V1 t t f,J1 t oda 1m,— • CN 44. 44emT ( 'C.. Zrote (41z - Stte. -co " • t-Bot= _33 •Solo/2z Cv.o Ike? • V 21.0> 11' 2(4' o ----e► 2tot5t0/37 10 'I 1 • • Vie.- _ {'Z21 C t' > = ! Pt g # • t,O2t 01 4e) = • pz...0% �•Zt _ { 9407 iv • FZ-� V? t(o • • • • • • • • • • Contact Information: www.11-ED.com • • 0 Project: Qp itVtG 1z-aM } e...": ..my Project No.: tfv-©t{o r ,, / 4;2(Tt,n-4 • Date: N12- tb Subject: Wild. G.�:.g.(1 . • eleven engineering m design(k Page: in __ • j - 4j -Y Fbt -Tt oti -- t�Nt t eau -TO . (0e- : • • ;?_.0.0F c. ps = t sPsF ( t t `) t(v`iS • WALL- t oP'P iscr ale4c,_ 1 =- 17 tsr ( .)(1(0.t2 'fZ) = 91 ' • c--7gz40, Vu t1't ( =)C.tct) = "1-1e74* • V = 1-1 -A/ (.-1) - t a(•- x0# • RA = R ehd 2 = 27 t5# • tN, Lt. Azt & 49 , . = C eAtj • V= zits L. ? 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I. i • i t ro UPUFT . 1..ro ttWt.to-DowN FczQ'D. • PICOV tr2t-- - LeTS e (O`-O ' C/0. t`-'tP‘}c • Contact Information: I www.11-ED.co= • • Project: GtciG F-04 frvelevoismy Project No.: ifn of tv • PkG>v!-11 o Date: 27 APR- Ve • I Subject: Lc"t lz.46`.. D Pd y ,tiles By: (7.F.Z • eleven engineersng a design!€c Page: • ._. • 01/44644.- PST c u t t C42-) • V _ 448 * • L. = 317 c ' • w = �Vaa t27 #4 • I U t3(32.t' STAUCTURNL, 1521thmt-loN p.T' '(p` - 1/5 = �2,04A Co. ) 2 2& */ • Fva. = 0.0 C' I- - • -Ysue, 2.04.(0.e. = iota 127 • • oTM -- 41?› # ( to. :IT 7e, bio itt • R-400P Wr• = ta=i E • Wit.{. tniT; = '74 C. O # • '-#`�# (•- 1 X694)(30. .‘/-3') = 92,too'4t4 -- Mo :c: • t71a = a21eo - /-16 w°tD 1.10 > T.1 #- • • Wait arm = 3"10to { : lot {e24H rosy„ ;_ 612t 2O4/ro1. Pi. '2 t•S otu�T • • cA4GrAd., s taw M • Use. 1 /32.* pct rc-Tv4."c. Sd tr + T tov -vS -...:- (OO 44:5't r7.5)... 7. (o Tate • • • • • • • • • • • •�,; • • • Contact Information: • I www.11-ED.com • 0 Project: pPsGtt tG {ZtM AveroCi'=MY Project Na.: lt- -010t PcbR'R o N • Date: 27 P$'i tt� • Subject: t.P'T�P�t Pmt-�Sst�a By: &.F SQA • eleven engineering&design 1k Page: • • (,s Nr &tz tG> A : ( } • 1111 V ILooF a. 11.1 R V. Wli(1"t) 12-1 - j,. = .4co' • V„ a [ 'II/ .4o = Goo4Wt • trco Igl32' ST WG.TuP.P.4 'f' -sem.,. - OA CONI'0/%1 @ b" UN"'0i t D... • arm A = it.t"t 4` ( t©ii51 ` = 11 R"?t7,2 *A • Cho le- t,,st•. r to_ {,LF CI') (3ve) = 4rDv 40 • tNPd t 104r. = 'Lt Etf (ta.c')C30.4to'}_ = II'lto it • ,tato # Coro - 4i ri 4 • Pm = 4Gl-t"l (700.4(0/7) 2 `I t 0,00 4#1 IF 1.11/4so OPIACT MO FOLD-c ote.0 tS ''-CZ`p. • • Vv -2.1,41› :-. tpittoy * V- t W1 C-1) z 1,307 • 'totm Wmt, INT. = IA flpf ( 22..r-1)C .'+4to' 14,x12 0 U Yas�,4, 11-,31a {rlit' = tc2cQ/# IAA“.= tCOiS 41) = Me)* 111 ----' V cf124..ac} = 12720 4- ta,157 4- In 3b"i2, • `v z k't'' -i/ 0.44' = 121 • tri. 1, / t. I -tu . ?. :a. — 6A COM a.-i& ce— (IN- I ill • orwt = 1213 ( 20.,Vj5) k lit tP ( 22 1z) 4- t30-7(to) • - 2- '7'r -4- 124 -7e7 .4 13ti a1 o 2.t-2-2.2- 4 t • mo of tnsr. = 20,00 • WWu- WT. _ i`I',3`t2 it 5 1-1 14 = IV ror ( 12.V.2)(7-e) = 2..t too# • 11,0PJ2.. 4 x 6.to = tofttt 4 • IzN1 .- ta1 ttt 4 (. 45,40/7-) L11+ 4ft • No a yA FT I- Iso kit c p-0o4.r1,rs t .vtt c► • • • in • • • • Contact Information: I www.11-ED.com= • • Project: c tft c. R-tM t-rn( Project No.: ((a' ztlia • "C>Ptilot.1 Date: 27"02- tto • �' �� Subject: C.41/4-C6-14.4.. By: &.r- eleven engineering a design i • Page: •` • • Yeo _ t�t55 sp. ( SS4 @ tt.st YWAt. oa'att.,. 2"' Ficxo ti C5 3z5t)c2 •54`)= ('4� � 0 io47 5 Z i2$ • re4 (S ers'>(25 4c) = Sz5 € 743' • t2 (fir (tZ `)(1.2. i z 10(0'1 # @ • • L. = t 2, i't' 'l0"13 • -v _ 2.0-73 /iz . tit = do • V4,, 1q/ 2" `41241c.7UR1-L- EL Lot-tit or•s u,S ® b" $t- • s 52-ts( at .') ? Z{oo • o L1c C It.s> + t7.eNtOt� �- • 41- + tit;(oiz } 20, t 4'S -t-.. t 2 -t- 32t 4- Gj oto • 22 , tatm{s t • OF trs'C = to t's►F cUoj2:� tz.(-1') 1624e2 • (wit-. 047 = t$b9 = tV61 31'i f— )c 4 = 2217 • { 2:247 `V C tz,t-7'/ = t34"(0 t • =T [ L-ztto@to<tii - i t 03/0.2 -- . = 181 • Lisa Slt ' of t t71'1-2-e. ----► u rut{ r • V2"" Ince to toE • amu- ~. S .. `I2 ' K .itt 4S4r to' • (2.P 'F. �3.�`�i�y2�.15 '') to ' ' )(slit Ci7� * Qo t0` • lam+ 7) C '. !\ 4 C- , tit Ct ♦ s2#...... Q to'. • L2?SF (tot)(t2.t-tt) (*Lao* x.ttt C.7> = tt3.1t a 9,' • [3s7 ` • v! u =_20'7 + I3S-7 = 34.47,04 • 11' _ , aO4#/i2•(1' Qb2 • (Y .. 't=a13Z" STizA.rt1- w-Prt. eNzi G6t-44-t.01--1 @ 4"-- • --v = = 3Q10 t • OTM ta,3 r "2-2 + (349AD-tt Cto') -t- tt3(c •'� 22t(i° + W ? + low = o, 'Pt • • • Contact Information: www.11-ED.com • • I 0 Project: 'ct if:V. F¢0M /1/4604;0/ 3-41. Project No.: ({'-ot.b • it.4g0 uTtaf•t Date: 27Pd'€= tfzi • Subject: (.PrCa Pmt.- s")...-VSLs By: &.c Qt-t 1., • eleven engineering a design lk Page: • • s( - . (As,At t_ ,cT p to C rt • Iit1:"t CS fart> t-rt5g- t icsi-t1 -co Ttkt.s 6n1A44. eezi.dise. Of fl4Q. • P.M = (2211 # -4-' l4(oo *}(12.17'/2)(D. = 131.+22 4*1 • G = T = C fe,1441 Ct.t - t34,22./C12.tZ-,s --r: {-t!a# rt " .,a 1TS6 - �N H-pu4 -5C4.2,. ` •► VP.-(FT = . - it' 0 Ute. 04 t4 s$ /5„>a 2.4 ttPItFT - S'73o AI Coe : . III • • • • III Gc4 Ir 7H tz 1-12 15.T lizoutst> r • L -c aT �au-� is Pg &42.m. = 3 2 Z t • Asuti ?b" .4b p0 z 64.to t2. c'tc• • au . 8ro0 kt zit' = f3{o40C1,40) = (3-7a44. 0 al. -_ +243 * ,i = 42 Ci‘6,) = (072 • • i'4,14, SF',p*l t 4 Ca = t 31b ''/3C='7 *! .f!;, ..' .4-to '• ma Patz. _tt.e3' I ic-r. - V= 30-to + 161 = 30(03 An 1..1 , b /t20-1ca = 2.f, ----4-- a `T • ratz.' 13. Wit:a -- V_ 3't 5'Z + 164 2 413Pa • N t 60. ' 47 6:,,,/t.3-7(11 2 3.44 --+► set-tete. *f Z4G Wit✓ PST C./(yco _rG • i\I 12- b . 34''d' 4t/i3-7604t = 2. ___4- y3 ,tS 4-re-e a mot--r • • e=*% 4'- CJfr' .- Pyr. & 4J I • V= 40e2© it • e IQ t>. = 40 X10 X1(3-11azx 3.�s ------.1411447.4440e. . s • • • • • • • Contact Information: I www.11-ED.coli • • • Project: PAGtf--tc V-44-#1 "eistr •t`(-AProject No.: V4'-4,1h • .4 Ac ' fl oto t Date: 27 f+�P'R Ito • Subject: C. T t'4.. 4,ts BY: &IE. +112:A eleven a .ineerin.z desi Efc • Page: • - • G -T 12- LPcu - , cap-417 G t ( 5 1^1(0.) • V„_' F = tc Gt st. + • Uc, csckss = . , 1r-,5*. t; a lo2sa 2 t t-t. • Vo fril, - t2 Pup ( .-5-1S,` )( W.440`) C. tt() = 2tS At • 4 12 fut' ('1,11Y2) ( 11' (, (11.) r (eri * • \Ju 4Ste. VvAt,{. - 12 pr.ff (1,1-`/2)((o.cve)( ,ilt) 42. # • t 8ta? * x (9,7 = t�ao7 • L= 1a '2' • -v,,2 I,ei *//O.12 = 279 St-24 -v= 2.10C•41. . t 01 4W. • I USS Iyf2" CTuPP.4.. FEEL -- LOMMOH.3 @ �" • A 'Vs = wioc„u,y") = .coa t fat. oC+ • * t'T - L t* ( to,a7t . (z414-14e7+ tort)(to. rts; + 4z (1„t-7/2.) • = tto, 2 -f- 34t 4. t�t� = Zoe pito 4 l (on) = t4�oza+I • P--coF IN '1C0 1-1-T = IO FSPF C t. ?'7 Ceti Tr- 1.2. =7 27 • (io * x 0.0 = 3e2 4. • tzM = ;(02 ' ( 0.92"‘424) = t2. %i • G a1' s _ C i.e ,0?a(.t,t)-- t2s7- • tu.s . 't M?`ate.1 ki30 Z..-:t',7.=..2,2 U -t FT _ 3C-1c? • mutt (z) zx ---e-4.D. 1:1 -1- • Vu t = l 2 t, 4t V2§4o = t248 C•"1*n - - • \A, _ v c �. ,2viz)( ( ,94-')(,Iiia ; SI it • 4 (2 174c ( 3. `)(t1. 4•`) I tt � =, c;,4 # • 4. ( 40. %/2..)0,, ,F) C.10 � 3 • 4 4P t ( O`12)( tt ' 4. 3,40-1') aa ) 2 # • Vu u-0,44- = 1 Z tsj^ _(1,1"1/a -t- 2.) ( t t.3'7_ .')(.t tl) = t oo # • .t- 12 ?SF ( ta', (b.`t21) C. III) 4171. • 3 tao # x (Oa) ? 2 2..# • vtsw.w = t o7 +-i23, + '252 = 2,44 2 4- • - ' • -v - 24(2 1(/.` 2.• 3�'` • iusa t�j32 a fzurr 3t t. 04.3aj.. --- 6 (.04.01.., 1' 3 {.--- 4 .t.AC .sip i I • • i Ast.radiDit STs t c = 2412 */ti t0# _ 1,1S--(P.-2 t u.Ts • • • Contact Information: • j www.11-ED.com • Project: 1:11/444FIG P-11.4 frc 7El y' Project No.: tho-01.0I • pjtTtotJ Date: 2-? A'K t(o • Subject: Ld Etz-#41,- Pv14Pet-sfS•tS BY: C.V.F. SHER • eleven en.ineerin-a deli= €(c Page: • • (Agisu- Pct" &F-4.t> G T -1u-61 • oim r ,, = i.4,o2.e,* + 24t 2.*t`(Lot) • 02.S + Z* 120 = 38t14 #'` ca fsoF 0.47'2 ( ÷ 41:11) = 730 • tv�t,t ("1"1". 1 c2 rsP ( ta.t-71 )Cro<�z'� ts92 • 12-60E- (Ari = - 2 z5# • '254-2 * x o.‘, t=zl. # • 12.M 1524'7 C: X0,12 2� a 521,7 #' • = r?7i 7 J/(&,9-z ?► J • V 4r-expo t Efpv Qu I t z toZ�o S ` • 126tvtR.eCa:1'Lp ' t • Z/¢j k 43' "14GbebiL t'tt-T' • Uss '7l€fir 7 uPc.{FT M cD w t.t. _ 6-71 • • • • • • • • • • • • • • • • • • • • • Contact Information: � www.11-ED.com= • • Project: %4*(4, lath its.e.p.scevity Project No.: ({Q-oV' • 16.47=4./1ot,..1 Date: 27 P.412. tto • ;. Subject: LIS+ L. 5145 B &.c.SH£h By: • eleven engineering a design it Page: • • C�. rArt-i- &E7-4.r> (.wZ dj i?›*) • V upeste. tit= t- raca # + 2o.2s' • V vim. WALL. _ c2 Ffs.r C =)(to% )(©.ttI)Co.7� • V towt� F = 4-7Q2. e tro.iz ' • � ' (4o`' 4t' a ca` V t-o rru tom-= 12 ? F C31) to')C v, 140(en) . @ • • V /1/41.0-Dye 214* 'sac?— 4- 3'7'3 4- 41 62 = (0114# • G = t : - t06� = 2{:33` • -V = toit 4#124.3 ' 204 4W, NI . • Uc.- ic/,2" stuC-1bRAI..- sit. -- ,1. at-i1-%vLS AT Ae — GI • f (0 s� 31 v t di V AT G tvc, - t D-t- 14c 4'4-,3W - = Qom ?P:' • L 3t •— ust. OUw. t. rte.-c. -- i5c1, '114 lir `(too 4f 300 • . c4't s scs c>Y --UsE. SoNtsis. tutu u V 41,004G. 291_:*- . • • t;,1 712-t V>u re- -- - t. v-ttt • D +tE 2. - rt orstz- • Via z Ct3.s�24.33y.(0,9to* _ 7- 7 D•V rc oog • Vl35 : .c,/2,4'-33) t`Fo4+3ba&1 ' • (003;/2+,3a) (_t-i _7 • 0TH vc,- 2 . = t'?ss (1.47,2 )+ 3V?( .12 s} �-41E5'2 (&.tzs) • 1"741e7-1 -+ (ct(2 -f- 211210 = 4-1 t` t 4ti • p-orc; t,.r'c:; = to fsF (21,44, 72) • wfru. wr (2 pS ( t o.25` ( ?+33 - Stmt 3 fvg t- x 0.co= 3940 -11 • dm-4 tL = 4 i t`t 4P4 : 22 , 43to 4P; (IL ©, .394-10 ( to. /z) 440 • C =1" _ [2211 Ct.' 5-- c c t /( 104* -.$) I Zto * • UraE SiM scar4 bTT2. t-D-Dc WtJ ----a-U?F- j = e,ZS#� • Contact information: • I www.11-ED.com • Project: PAG-Ft 6. R4 M A c MY Project No.: ( —a(k I 0 P.t717 TLaN I Aa "t = Date: 27 - tfv • BY: (9.F. e Subject: t Ad�. O Pft-`C� £+4E • eleven a gsneeri a dasig c Page: a • tottwkiz- z 6124,2 4 ( nu s • orn-4 0, 0, ,t ci t C . S� 27,©ss *I • t .5 = 314Ga (,, }(.43,t f 2) = ',o 5� 4-1 t- = i = C 277ocaSC't•t') - Soc , 1/( t3•c -- .5) •=1(070 41' • II oTM Air- &g-rxswv t-1 s ego zs')4-4'76'2 (1 b,tzr-A 4- 3 t..t.'2cA aft -t- t46+4. ta} + 3 -4' 35,531 4- '1-z ,tie o 4- (.0-4-2. 4- t4-,040 + (82,0 • tom, tomt `' m 11.4 to, = i 3 k,i' i (.4*-) = (64 3b • Hsi✓ !* Z 'Ft or f' ..5& 1. L+t.t rikts tme.2, GI iltPu.- (rpt': l..VCJ tct4)0P-= L2 " I,01'(1.9.¢03')(0,40) = ibo 4t • R H co,e, = 3°t`tto 4-'1vo t.6,0 (z) 2t i 40 • C.. = T = £ ( ito 'Ct.1)— 25, t13/ to, 3-.5) : 1 1 • OW. ; Sit-+ 4 1417114-'GS'z,c"a ----- 'Pt•t F T = 4 0c ' • fzg&U t(a-E^s (2-.) Z)c ~b 'PbS>Ts 1.14M. • ut l>e," 1.4444m5,12 P-62 • use Str-t,9$et3 140 -- Lintel' t-u'7s p.1.4. = ki o • • >TNt 73.5 = t 34,lC-A (1. = -7 3:7 • IP% P._ 'Lt'70 0 • t it'_ tF; P, = t6 f (7•*'!Zs)( tt'/2' - 3Loco # • p2 = t' r$F ( G•` ) . 4 = 4-728 • Pw �3= Pi- in 1 - 12 psi ( to'S(i3,�' -s t(ozo • • tzti . = [ zro{ ttozo)03,c2) 4- 3 0 (73.5)4. t-t2,5(b.i)J0,(o • c 251 e2 + 4141 4- t o *L 3 0.tto _ C41,do4 D,(0. = 24,fo3f>'it' 0 T 2[r.1 %.10 (1•0 ,(02>e21/(c3•�-.�') 4"4e' • tr- 90-4PfAcfa t-ro04— 2,c-- • Utah- `v-(1 -t'c.04 'ce). c 25. t..zt ttat?- 13.0(...:1- --- UPt tFT = c - '+ t Wit(-" M t rs E'C+CVEs 17( t, - t. tts- f T • II Contact Information: 1 www.11-ED.co. • a a - "ASCE705W.xls"Program Version 1.2 • • WIND LOADING ANALYSIS -Wall Components and Cladding Per ASCE 7-05 Code for Buildings of Any Height 5 Using Method 2:Analytical Procedure(Section 6.5) - Job Name: Pacific Rim Academy Subject: 1-Story Portion Job Number: 16-016 Originator: GF Shea Checker: - Input Data: A • in Wind Speed,V= 120 mph (Wind Map, Figure 6-1) Bldg. Classification II (Table 1-1 Occupancy Category) 0 Exposure Category= B (Sect.6.5.6) B in Eave Height, hr 16.17 ft. (hr>=he) Eave Height, he= 12.00 ft. (he<=hr) 5 Building Width= 16,67 ft. (Normal to Building Ridge) Building Length _16.25 ft. (Parallel to Building Ridge) 5 Roof Type= Gable (Gable or Monoslope) Topo. Factor, Kzt 1-200 (Sect.6.5.7&Figure 6-4) Plan Direct. Factor, Kd= 0.85 (Table 6-4) A 5 Enclosed?(Y/N) Y (Sect.6.2&Figure 6-5) Hurricane Region? N 0 a i 0 Component Name Wall hr A p _ (Girt, Siding,Wall, or Fastener) 5Effective Area,Ae= 78 � ft.^2 (Area Tributary to C&C) he 5 Resulting Parameters and Coefficients: L - Roof Angle, 8= 26.56 deg. Elevation - Mean Roof Ht., h= 14.08 ft. (h =(hr+he)/2,for roof angle>10 deg.) S Wall External Pressure Coefficients, GCp: - GCp Zone 4 Pos. = 0.84 (Fig.6-11A) GCp Zone 5 Pos. = 0.84 (Fig.6-11A) 5 GCp Zone 4 Neg. = -0.94 (Fig.6-11A) • GCp Zone 5 Neg. = -1.08 (Fig. 6-11A) Positive&Negative Internal Pressure Coefficients, GCpi(Figure 6-5): 0 +GCpi Coef. = 0.18 (positive internal pressure) Ili -GCpi Coef. = -0.18 (negative internal pressure) - If z<= 15 then: Kz=2.01*(15/zg)^(2/a), If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 6-3,Case la) a= 7.00 (Table 6-2) (Note: z not<30'for Exp. B, Case 1) 5 zg 1200 (Table 6-2) Kh= 0.70 (Kh=Kz evaluated at z=h) • I= 1.00 (Table 6-1)(Importance factor) - Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2*l (Sect. 6.5.10, Eq.6-15) qh= 21.95 psf qh =0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z= h) • S Design Net External Wind Pressures(Sect. 6.5.12.4): For h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) • For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) Ill qi q=qz for windward walls, q =qh for leeward walls and side walls qi=qh for all walls(conservatively assumed per Sect.6.5.12.4.2) • in in S • • - 1 of 3 6/29/2016 7:49 PM 0 ID • • "ASCE705W.xls"Program - Version 1.2 • Wind Load Tabulation for Wall Components&Cladding • Component z Kh qh p=Net Design Pressures(•sf) (ft.) (psf) Zone 4(+) Zone 4(-) Zone 5(+) Zone 5(-) - Wall 0 0.70 21.95 22.45 -24.64 22.45 -27.77 15.00 0.70 21.95 22.45 -24.64 22.45 -27.77 For z hr 16.17 0.70 21.95 22.45 -24.64 22.45 -27.77 • • • • • • For z he 12.000.70 21.95 22.45 -24.64 22.45 -27.77 For z-h: 14.08 0.70 21.95 22.45 -24.64 22.45 -27.77®® Notes: 1. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces. 2.Width of Zone 5(end zones),'a'= 3.00 ft. S 3. Per Code Section 6.1.4.2,the minimum wind load for C&C shall not be less than 10 psf. - 4. References :a.ASCE 7-02,"Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" 5 by: Kishor C. Mehta and James M. Delahay(2004). - S • • • • • S • • • S • 2 of 3 6/29/2016 7:49 PM S S • • - "ASCE705W.xls"Program Version 1.2 • • • Wall Components and Cladding: • • s • • 1• .. • Wall Zones for Buildings with h<=60 ft. • • • a ID • s � • 441 ? .. ..,,�.. . a • WALL ELEVATKW - Wall Zones for Buildings with h>60 ft. • • S • S S S S • - 3 of 3 6/29/2016 7:49 PM S • S S ID Version Program Version 1.2 • • WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-05 Code for Bldgs.of Any Height with Gable Roof 0<=45°or Monoslope Roof 0<=3° • Using Method 2:Analytical Procedure(Section 6.5) - Job Name: Pacific Rim Academy Subject: 1-Story Portion-No Overhang Job Number: 16-016 Originator: GF Shea Checker: - Input Data: A - • Wind Speed,V= 120 mph (Wind Map, Figure 6-1) Bldg. Classification= (Table 1-1 Occupancy Category) • Exposure Category= B (Sect.6.5.6) B Ridge Height, hr= 16.25 ft. (hr>=he) Eave Height, he= 13.00 ft. (he<= hr) • Building Width= 39.00 ft. (Normal to Building Ridge) Building Length 143.00 ft. (Parallel to Building Ridge) �� L • Roof Type= Gable (Gable or Monoslope) Plan• To o. Factor, Kzt= 1.00 (Sect.6.5.7&Figure 6-4) Direct. Factor, Kd = 0.85 (Table 6-4) A Enclosed?(Y/N) Y (Sect.6.2&Figure 6-5) Hurricane Region? N 0 Component Name= Fastener(Purlin,Joist, Decking,or Fastener) hr • Effective Area,Ae= 500 ® ft.^2 (Area Tributary to C&C) he Overhangs?(Y/N) N (if used,overhangs on all sides) v V • Resulting Parameters and Coefficients: Elevation • Roof Angle, 0= 9.46deg. Mean Roof Ht., h= 13.00 ft. (h =he,for roof angle<=10 deg.) • Roof External Pressure Coefficients, GCp: GCp Zone 1-3 Pos. = 0.30 (Fig. 6-11B thru 6-11D) GCp Zone 1 Neg. = -0.80 (Fig. 6-11B thru 6-11D) GCp Zone 2 Neg. = -1.20 (Fig.6-11 B thru 6-11 D) • GCp Zone 3 Neg. = -2.00 (Fig.6-11 B thru 6-11 D) • Positive&Negative Internal Pressure Coefficients, GCpi(Figure 6-5): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) • If z<= 15 then: Kz=2.01*(15/zg)"(2/a), If z> 15 then: Kz=2.01*(z/zg)"(2/a) (Table 6-3, Case la) a= 7.00 - zg = 1200 (Table 6-2) (Note: z not<30, Exp. B, Case 1) Kh= 0.70 (Kh =Kz evaluated at z=h) • I= 1.00 (Table 6-1)(Importance factor) • Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq.6-15) qh = 21.95 psf qh=0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z=h) • - Design Net External Wind Pressures(Sect.6.5.12.4): For h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) - For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) 411 qi q=qh for roof qi=qh for roof(conservatively assumed per Sect.6.5.12.4.2) S S • • 5 S - 1 of 3 6/29/2016 7:51 PM • • • • "ASCE705W.xls"Program • Version 1.2 • Wind Load Tabulation for Roof Components&Cladding • Component z Kh qh p=Net Design Pressures(psf) (ft.) (psf) Zone 1,2,3(+) Zone 1 (-) Zone 2(-) Zone 3(-) • Fastener 0 0.70 21.95 10.54 -21.51 -30.29 -47.86 15.00 0.70 21.95 10.54 -21.51 -30.29 -47.86 For z=hr 16.25 0.70 21.95 10.54 -21.51 -30.29 -47.86 ®_._ m... . _ . ........ _ �_ • • • • • • • • • ._. For z=he: 13.00 0.70 21.95 10.54 -21.51 -30.29 -47.86 • For z'=h: 13.00 0.70 21.95 10.54 -21.51 -30.29 -47.86 • Notes: 1. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces. • 2.Width of Zone 2(edge),'a'= 3.90 ft. 3.Width of Zone 3(corner),'a'= 3.90 ft. • 4. For monoslope roofs with 0 <=3 degrees, use Fig.6-5B for'GCp'values with'qh'. 5. For buildings with h>60'and 0> 10 degrees, use Fig. 6-5B for'GCpi'values with'qh'. • 6. For all buildings with overhangs, use Fig. 6-5B for'GCp'values per Sect.6.5.11.4.2. • 7. If a parapet>=3'in height is provided around perimeter of roof with 0<= 10 degrees, Zone 3 shall be treated as Zone 2. • 8. Per Code Section 6.1.4.2,the minimum wind load for C&C shall not be less than 10 psf. 9. References :a.ASCE 7-02,"Minimum Design Loads for Buildings and Other Structures". • b."Guide to the Use of the Wind Load Provisions of ASCE 7-02" • by: Kishor C. Mehta and James M. Delahay(2004). • • • • • • • • • • 2 of 3 6/29/2016 7:51 PM • • • • • - "ASCE705W.xls"Program Version 1.2 II • Roof Components and Cladding: • III e • �� t� ill s 1 1 t t ms`s IIIs s I t i # * 4): CD Vti) ®. 4) t t_ I 1 t - 0<=7 deg. 7 deg.<0<=27 deg. 27 deg.<0<=45 deg. III - Roof Zones for Buildings with h<=60 ft. (for Gable Roofs<=45°and Monoslope Roofs<=3°) II • • - "` . ' I! I a jo 1-_ -_ •`fit • POOP PLAN II Roof Zones for Buildings with h>60 ft. - (for Gable Roofs<=10°and Monoslope Roofs<=3°) • IIII III el ill II I III - 3 of 3 6/29/2016 7:51 PM 0 • - "ASCE705W.xls"Program Version 1.2 • WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-05 Code for Bldgs.of Any Height with Gable Roof 0<=450 or Monoslope Roof 0<=30 Using Method 2:Analytical Procedure(Section 6.5) - Job Name: Pacific Rim Academy Subject: .1-Story Portion-With Overhang Job Number: 16-016 Originator: GF Shea Checker: - A Input Data: • Wind Speed,V= 120 mph (Wind Map, Figure 6-1) Bldg. Classification = II (Table 1-1 Occupancy Category) • Exposure Category= B (Sect.6.5.6) B - Ridge Height,hr= 16 25 ft. (hr>=he) Eave Height, he= 13.00 ft. (he<=hr) • Building Width = 39.00 ft. (Normal to Building Ridge) Building Length= 14-3.00 ft. (Parallel to Building Ridge) � • Roof Type Gable (Gable or Monoslope) Plan Topo. Factor, Kzt= 1.00 (Sect.6.5.7&Figure 6-4) Direct. Factor, Kd = (Table 6-4) Enclosed?(Y/N) Y (Sect.6.2&Figure 6-5) A Hurricane Region? N O. h ID Component Name= Fastener (Purlin,Joist, Decking,or Fastener) hr • Effective Area,Ae= 500 ft.^2 (Area Tributary to C&C) he Overhangs?(Y/N) Y (if used, overhangs on all sides) v v • Resulting Parameters and Coefficients: Elevation • Roof Angle, 0= 9.46_ deg. Mean Roof Ht., h= 13.00 ft. (h =he,for roof angle<=10 deg.) . Roof External Pressure Coefficients, GCp: GCp Zone 1-3 Pos. = 0.30 (Fig.6-11B thru 6-11D) GCp Zone 1 Neg. = -0.80 (Fig. 6-11 B thru 6-11 D) GCp Zone 2 Neg. = -2.20 (Fig.6-11 B thru 6-11 D) • GCp Zone 3 Neg. = -2.50 (Fig.6-11 B thru 6-11D) • Positive&Negative Internal Pressure Coefficients,GCpi(Figure 6-5): +GCpi Coef. = 0.18 (positive internal pressure) • -GCpi Coef. = -0.18 (negative internal pressure) • If z<= 15 then: Kz=2.01*(15/zg)^(2/a), If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 6-3, Case 1a) a= 7.00 • zg =,...._ 1200 v (Table 6-2) (Note:z not<30, Exp. B, Case 1) Kh= 0.70 (Kh= Kz evaluated at z=h) • I= 1.00 (Table 6-1)(Importance factor) • Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq.6-15) qh = 21.95 psf qh =0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z=h) • - Design Net External Wind Pressures(Sect.6.5.12.4): For h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) • For h > 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) • where:q=qh for roof qi=qh for roof(conservatively assumed per Sect.6.5.12.4.2) • • • • • 1 of 3 6/29/2016 7:52 PM • • �� ^ASCE705VV.xls^Prognam 0 Version 1.2 ��" I� Wind Load Tmbu�tionfor Roof ��CladdingCom n po N�� ' '�Kh ' ^�� ' p=.Ne�De�gn �� ' m�, 'Fastener ' � � (psf) _ �on�1,��(+)?�one1 �� 2one�� oo�3��' �� - - ' (ft.)0 0.70 21.95 10.54 -21.51 -52.25 -58.83 15 00 0.70 II For^ hr1--- ------- ��r �� ' ��r �� a • IIII a �� ~m� ID 0 ` —�n�nn— 21-ns-- ----x)/54------21�n � -----�� 5 -58.83 For 13.00 0.70 5 he: ��-----in�� ------ �/� � ---- �-��----��O.V� Notes: 1. (+)ond �)nigneoignifyv�ndpneoaunaoacting�owond&mvw�yhomneopectiveau�nnen� m�' 2.VVi�hufZone 2�dge).'a'= 3.90 ft. ~m�� 3.Width ofZone 3(norner).'m'= 3.90 ft. ��h 4. For monno|opem�svvith8«=3degrees, use Fig.6'5Bfor'GCp'values vvith'qh' ��' 5. For buildings with h>GO'and 8> 10 degrees, use Fig.6-5Bfor'GCpi'values with'qh' 5 6. For all buildings with overhangs, use Fig. G'5Bfor'GCp'values per Sect. 6.5.11.4.2. �� 7. |foparapet>=3'inheight\nprovided omundpahmnterofroof v�m8<= 1Ddegmao. �m� Zone 3 shall be treated as Zone 2. III 8. G PerCodeSec(ion6.1.4.2,the minimum wind load for C&CohoU not be less than 10 psf. -- 9. References :a. -'ASCE 7'02. "Minimum Design Loads for Buildings and Other Gtruotunan^ 5 b."Guide to the Use of the Wind Load Provisions of ASCE 7-02" �� by: hJaho,C. N1ehtmand James K0. De|ohay(2O04) �� • in �� 2of3 6/29/2016 7:52 PM ��' �� • • • "ASCE705W.xls"Program Version 1.2 • • Roof Components and Cladding: • • • � • . { ! € 6 • t I t F f I € i • s . s , , E € I I t € d E • " Iso % • 0<=7 deg. 7 deg.<0<=27 deg. 27 deg.<0<=45 deg. • • Roof Zones for Buildings with h<=60 ft. (for Gable Roofs<=45°and Monoslope Roofs<=3°) • • • • k • ,� ! - • ,. c • , x . r • h • 1 • FK)OF PLAN • Roof Zones for Buildings with h>60 ft. • (for Gable Roofs<=10°and Monoslope Roofs<=3°) • • • • • • • • • 3 of 3 6/29/2016 7:52 PM S 0 • • 111 Version Program Version 1.2 S - WIND LOADING ANALYSIS -Roof Components and Cladding Per ASCE 7-05 Code for Bldgs.of Any Height with Gable Roof 8<=45°or Monoslope Roof 8<=3° - Using Method 2:Analytical Procedure(Section 6.5) Job Name: Pacific Rim Academy Subject: 2-Story Portion Job Number: 16-016 Originator: GF Shea I Checker: • Input Data: A - Wind Speed,V= 120 mph (Wind Map, Figure 6-1) Bldg. Classification � II (Table 1-1 Occupancy Category) Exposure Category= B (Sect.6.5.6) B Ridge Height, hr= 21.17 ft. (hr>=he) Eave Height, he= 20.50 ft. (he<=hr) - Building Width= 30.46 ft. (Normal to Building Ridge) Building Length= 39:00 ft. (Parallel to Building Ridge) L Roof Type= Monoslope (Gable or Monoslope) Plan i Topo. Factor, Kzt= 1.00 (Sect.6.5.7&Figure 6-4) Direct. Factor, Kd= 0.85 (Table 6-4) Enclosed?(Y/N) Y (Sect.6.2&Figure 6-5) A Hurricane Region? N 0 • Component Name= Purlin (Purlin,Joist, Decking,or Fastener) hr Effective Area,Ae= 289 ft.^2 (Area Tributary to C&C) he Overhangs?(Y/N) N (if used, overhangs on all sides) - L Resulting Parameters and Coefficients: Elevation i Roof Angle, 8= 1.26 deg. Mean Roof Ht., h= 20.50 ft. (h=he,for roof angle<=10 deg.) • - Roof External Pressure Coefficients,GCp: GCp Zone 1-3 Pos. = 0.20 (Fig. 6-11B thru 6-11D) - GCp Zone 1 Neg. -0.90 (Fig.6-11 B thru 6-11D) GCp Zone 2 Neg. = -1.10 (Fig.6-11B thru 6-11D) GCp Zone 3 Neg. = -1.10 (Fig. 6-11B thru 6-11D) Positive&Negative Internal Pressure Coefficients, GCpi(Figure 6-5): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) - If z<= 15 then: Kz=2.01*(15/zg)^(2/a), If z> 15 then: Kz=2.01*(z/zg)"(2/a) (Table 6-3, Case la) a= 7.00 zg= 1200 (Table 6-2) (Note: z not<30, Exp. B,Case 1) Kh= 0.70 (Kh = Kz evaluated at z=h) • I= 1.00 (Table 6-1)(Importance factor) - Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2*I (Sect. 6.5.10, Eq.6-15) qh= 21.95 psf qh=0.00256*Kh*Kzt*Kd*V"2*I (qz evaluated at z=h) • Design Net External Wind Pressures(Sect.6.5.12.4): • For h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) • For h > 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) where:q=qh for roof qi=qh for roof(conservatively assumed per Sect.6.5.12.4.2) S • • • S S • 1 of 3 6/29/2016 7:54 PM S S • "ASCE705W.xls"Program Version 1.2 111 111 Wind Load Tabulation for Roof Components&Cladding Component z Kh qh p=Net Design Pressures(psf) (ft.) (psf) Zone 1,2,3(+) Zone 1 (-) Zone 2(-) Zone 3(-) Purlin 0 0.70 21.95 8.34 -23.71 -28.10 -28.10 15.00 0.70 21.95 8.34 -23.71 -28.10 -28.10 20.00 0.70 21.95 8.34 -23.71 -28.10 -28.10 411 For z=hr: 21.17 0.70 21.95 8.34 -23.71 -28.10 -28.10 • 111 411 411 411 4111 111 • • For z= 20.50 0.70 21.95 8.34 -23.71 -28.10 -28.10 For z=h: 20.50 0.70 21.95 8.34 -23.71 -28.10 -28.10 Notes: 1. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces. 2.Width of Zone 2(edge),'a'= 3.05 ft. 41, 3.Width of Zone 3(corner), 'a'= 3.05 ft. 4. For monoslope roofs with 9<=3 degrees, use Fig. 6-5B for'GCp'values with'qh'. 5. For buildings with h >60'and 0> 10 degrees, use Fig.6-5B for'GCpi'values with'qh'. 6. For all buildings with overhangs, use Fig.6-5B for'GCp'values per Sect. 6.5.11.4.2. 7. If a parapet>=3'in height is provided around perimeter of roof with 0<= 10 degrees, Zone 3 shall be treated as Zone 2. 8. Per Code Section 6.1.4.2,the minimum wind load for C&C shall not be less than 10 psf. 9. References :a.ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay(2004). • • • • • • • • 2 of 3 6/29/2016 7:54 PM 0 411 Version Program Version 1.2 411 • Roof Components and Cladding: II • • 4 It t lif I 1 # I 1t t t a t 1 t 1 3 1 1 t L S1 t1 I 1 1 i 1 I I I I I • 0<=7 deg. 7 deg.<0<=27 deg. 27 deg.<0<=45 deg. 0 411 (for Zones for Buildings with h<=60 ft. (for Gable Roofs<=45°and Monoslope Roofs<=3°) • II • .r • I a I I. I I 1 I 1 411 1 • ®4 1 411 ROOF PLAN 411 Roof Zones for Buildings with h>60 ft. - (for Gable Roofs<=10°and Monoslope Roofs<=3°) • 411 • 41 • • • GI • 3 of 3 6/29/2016 7:54 PM S • • "ASCE705W.xls"Program Version 1.2 • • WIND LOADING ANALYSIS -Wall Components and Cladding Per ASCE 7-05 Code for Buildings of Any Height - Using Method 2:Analytical Procedure(Section 6.5) Job Name: Pacific Rim Academy Subject: 2-Story Portion ill Job Number: 16-016 Originator: GF Shea I Checker: - Input Data: • A • Wind Speed,V 120 mph (Wind Map, Figure 6-1) Bldg. Classification II (Table 1-1 Occupancy Category) • Exposure Category= B (Sect.6.5.6) B Ridge Height, hr= 21.00 ft. (hr>=he) III Eave Height, he14.50 ft. (he<=hr) • Building Width= 39.00 ft. (Normal to Building Ridge) v Building Length= 143.00 ft. (Parallel to Building Ridge) L III Roof Type Gable (Gable or Monoslope) Plan Topo. Factor, Kzt= 1.00 (Sect.6.5.7&Figure 6-4) Direct. Factor, Kd= fl 85 (Table 6-4) A • Enclosed?(Y/N) Y (Sect.6.2&Figure 6-5) Hurricane Region? N 0. h III Component Name= Wall (Girt,Siding,Wall,or Fastener) hr • Effective Area,Ae= 33 ft.^2 (Area Tributary to C&C) he - Resulting Parameters and Coefficients: L Elevation Roof Angle, 0= 18.43 deg. • Mean Roof Ht., h= 17.75 ft. (h=(hr+he)/2,for roof angle>10 deg.) • Wall External Pressure Coefficients, GCp: • GCp Zone 4 Pos. = 0.91 (Fig. 6-11A) GCp Zone 5 Pos. 0 91 (Fig.6-11A) • GCp Zone 4 Neg. = -1.01 (Fig.6-11A) GCp Zone 5 Neg. = -1.22 (Fig.6-11A) • Positive&Negative Internal Pressure Coefficients, GCpi(Figure 6-5): • +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) all - If z<= 15 then: Kz=2.01*(15/zg)^(2/a), If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 6-3, Case 1a) a= 7.00 (Table 6-2) (Note:z not<30'for Exp. B, Case 1) 4111 zg = 1200_(Table 6-2) Kh= _0.70_ (Kh = Kz evaluated at z=h) I= 1.00 (Table 6-1)(Importance factor) • Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2*I (Sect.6.5.10, Eq.6-15) qh= 21.95 psf qh =0.00256*Kh*Kzt*Kd*V^2*I (qz evaluated at z=h) • Design Net External Wind Pressures(Sect.6.5.12.4): III For h <=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) • For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) where: q=qz for windward walls, q=qh for leeward walls and side walls II qi=qh for all walls(conservatively assumed per Sect.6.5.12.4.2) • • S • 0 - 1 of 3 6/29/2016 7:56 PM 0 a • "ASCE705W.xls"Program Version 1.2 Wind Load Tabulation for Wall Components&Cladding Component z Kh qh p=Net Design Pressures(psf) 1111 (ft.) (psf) Zone 4(+) Zone 4(-) Zone 5(+) Zone 5(-) Wall 0 0.70 21.95 23.89 -26.09 23.89 -30.66 15.00 0.70 21.95 23.89 -26.09 23.89 -30.66 20.00 0.70 21.95 23.89 -26.09 23.89 -30.66 For z=hr: 21.00 0.70 21.95 23.89 -26.09 23.89 -30.66 • • For z=he: 14.50 0.70 21.95 23.89 -26.09 23.89 -30.66 1111 For z 17.75 0.70 21.95 23.89 -26.09 23.89 -30.66 • Notes: 1. (+)and(-)signs signify wind pressures acting toward&away from respective surfaces. 2.Width of Zone 5(end zones),'a'= I 3.90 ft. 3. Per Code Section 6.1.4,2,the minimum wind load for C&C shall not be less than 10 psf. 4. References :a.ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures". ID b."Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay(2004). • • S • • • • • S S S S 2 of 3 6/29/2016 7:56 PM • • "ASCE705W.xls"Program • Version 1.2 • • • • Wall Components and Cladding: • • • • • Vis k' • 0# 4.. 1111 Wall Zones for Buildings with h<=60 ft. • • • • • • °' • • • WALL ELEVATICW • Wall Zones for Buildings with h>60 ft. • • • • 0 • • • • • • 3 of 3 6/29/2016 7:56 PM • • • • Project: Gt r't L 3 M � _ Z:Tit`{' Project No.: t�rot(a • Atx2tTt Oc- Date: 241 Jciht tta • Subject: C cTe . ct- P4.fACYEC S By: &.F. C,,,t eleven engineering s design tic Dts t=- G-TeR-Y .f 2-Tt or,4 Page: • • atocz4A (.' P1.4., Ei?"cS p� t t2-t'.P T SNDS HuS.T .13e. rturt- PsStoKT • piAoF Max N ILL istt {:› p. I-EDtvS/2. • RvoF tat C G.Tt or l _ 1.,3r0 ` • P-einF ut 'i of , = -- ZZ3 # sem. 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(Z.tt..t �t`f' Project No.: (to-ptlD • 4Date: 29 ZUNI t(o Subject: t,NtNt7 f.�? .t.Es to it�( SIA B eleven engineering a design tic 11 - owe -STd 1 Page: • ("11 httJ 61,1. 60:01.-e. 41,117 (is/1,u.; • 124 Drat t-test L&tT - v0`-2." • Mf tnt trop To WALL Tor i . • Wtr`ct, (,t rot AzT 40F.4.45-12.) t /c.-nex.iN)64.41) = 1,467 • Vv= L .P� �'� { Glo, (17z) t Zo it-A • • LI$E 5.t 1-4 P .i & - 441.3 CTa9 0.1 t uz.S. - • PcU V.rPQ?:,(,a.. L©t',v fog. t42,444G ixt4tort‘. . :Tw' t...t 4e 41, 40002 32 # • Mx. /t2-o = 2. t ' • USE " truv • PRov toe 2)44- tuzeR-E)►it Toe # E Vo • FKPV( 22( ro 131,oc-e--r t OC"-(1/46-"S 1.s- Trigs 1 Cv 'etc } • roe. or- 54...06404,41.,„ 1`O 1•4PrTG + t#Io• ATTP '`2x -VD '2x(Q ,.944 Cod CB(,-tt✓t©ns hr k(t.& • • ' - tt e C, )C t.(,s = tei • 'v = {3a5#/Los ie,°}/t • 2, 7 • = C 52 #/css (6o°)/t G, i = `4_ t • use- C.+) t o �Mt� NOUS • • Gor-srttzT • ose. 60,-At-101,1 _ t`.1Prti s Ti 'tzu tC/32" PG---Cwoot7 C (5= 8 • s' le4 • Ntaerslr, 3Z /104 3� t ---•• t (4.) NAtL., to+ • •• • • • • • • • Contact Information: ( www.11-ED.com • • Project: ppcGvFtG IUM tY Project No.: t47-01(a • Ft tast7G7t-rtDate: 21 u • Subject: (AttrNg, L.-1w> AT ¢ ‹. G. By: &F- • e�even cngineesSng a design tk 07,16. epTecale PemAztivN Page: • • ("1114c) L-eac ild lir . 'tsic .. • • tertt.a› Lop — 247 # - Cd. • tis t4ie7 C9' = 3 itp 1-ti&L.-VT = l3` • Ca-). cCuPs fop- we - ,44.3(...:1' V61 l Ct L Gf c 2.4 o'f't`' CZ, c - octz}jc-Zc71 tN31] zz • I t(2"x V2.."_ 1.36. t rpt T C) >, s111res • f tido 04) r -27724 • 6-6t-ze- C - -n otic To 4 U.. -t • I;1e7I'4, ikmo - Vii r t. —sx ATE ,o% • pse..�t M; F.11 Ft 't ng- • • ATtt+c0414 -sT of. Pt `te- TD tvt=e- sc Pt- recurata. Cel = &s • LSse " E,r, { .5 --- b= d,t r:o2° (,,. rt • Z1 .3 1,4•141 Cit(0)( 491tcA 7 112* USE rUtd, 64TH <Tu b Aft • • • • • • • • • • • Contact Information: www.11-ED.co• • o - / Project: Pacific Rim Acadamy Project No.: 16-016 - Date: 24-Apr-16 111 Subject: Snow Loads By: G.F. Shea Hipped and Gabled Roofs Page: eleven engineering a design Ik - This worksheet determines the roof snow load on a building with a hip or gable roof in conformance with the reference • listed below. • • References: ASCE 7-10 Minimum Design Loads for Buildings and Other Structures, Chapter 7 Snow Loads - All cells highlighted in yellow require input. lb Input Data: 4 on 12 Roof Slope • 0 = 18.435 degrees - S = 3 pg = 15 psf From Figure 7-1 Ground Snow Loads for the United States or Table 7-1 for Alaska Locations Ce = 1 From Table 7-2 Exposure Factor Ct= 1.1 From Table 7-3 Thermal Factor I = 1.0 From Table 7-4 Importance Factor Cs= 1.0 _ From Figure 7-2 Graphs for determining roof slope factor W = 19.5 ft horizontal distance from eave to ridge • - Calculated parameters: S - pt= 12 psf = 0.7pgCeCtl Flat roof snow load • Ps = 12 psf = pfCs Sloped roof snow load (Uniform load applied to horizontal projection) • - y= 15.95 pcf = 0.13pg + 14 snow density hd = 1.09 ft = 0.43W1 3(pg + 10)1/4- 1.5 height of snow drift S is= 5.03 ft = (8/3)hd'J(S) length of surcharge on leeward side measured from ridge S • Pu-W= 3 psf = 0.3ps unbalanced snow load on windward side = 12 psf = Ps unbalanced snow load on leeward side S i Pu-s = 10 psf = hdy /AS) unbalanced surcharge load on leeward side, starting from ridge S - Ps-min = 20 psf = 201 Minimum Roof Snow Load (applied only to balanced load case) • S i S 503-432-5654 I greg.shea@11-ed.com Page 1 of 2 www.11-ED.com S 0 Table 7-2 Exposure Factor, Ce • Exposure of Roof - Terrain Category Fully Partially Sheltered • Exposed Exposed B- Urban or Suburban 0.9 1 1.2 • c_Open Terrain 0.9 1 1.1 • D-Open, unobstructed flat areas 0.8 0.9 1 , Above the treeline in windswept mountainous regions 0.7 0.8 N/A i In Alaska, in areas where trees do not exist within a 2 0.7 0.8 N/A mile radius of the site II The terrain category and roof exposure condition shall be representative of the anticipated conditions during the i life of the structure.An exposure factor shall be determined for each roof surface. Definitions: - Partially Exposed:All roofs except as indicated in the following text. - Fully Exposed: Roofs exposed on all sides with no shelter afforded by terrain,higher structures,or trees. Roofs that contain several large pieces of mechanical equipment, parapets that extend above the height of the balanced - snow load(hb),or other obstructions are not in this category. Sheltered:Roofs located tight in among conifers that qualify as obstructions. III Obstructions within a distance of ho provide"shelter",where ho is the height of the obstruction above the roof - level. If the only obstructions are a few deciduous trees that are leafless in winter,the"fully exposed"category shall be used. - • wTable 7-3 Thermal Factors, Ct III 1' Thermal Condition Cc �,s All structures except as indicated below 1 lb • Structures kept just above freezing and 1.1 others with cold,ventilated roofs in which • the thermal resistance R between the - ventilated space and the heated space Ill 25'F x h x ft2/BTU. Unheated structures and structures 1.2 lb intentionally kept below freezing 111 Continuously heated greenhouses with a 0.85 1111 P. roof having a thermal resistance R less than - J1 . •, , . , I r + t • I * t + * 2.0'F x h x ft2/BTU. - ePLA CEDLOADCAS€ III g Table 7-4 Importance Factor, IS ill I II ) LI , ' I Use Category IS ID LW3ALAND LOAD CAWI 0.8 - A'-c20wT,P7 3ERsYSTEA L II 1 - f ; S f III 1.1 IV 1.2 1111 le't's in V 1 V • 1 - 83p, 4 1 i • 4 i • ; • t , •01I I , I A � , III UMALANDED LOAD CAM ALL OTh c v lIONZ II • 503-432-5654 I greg.shea@11-ed.com Page 2 of 2 www.11-ED.conil al • • • • • • • • • • • • • • • • • - M1 N ` 1 N2 N3 • • • S • S S • • S • • S • Results for LC 1, DL+SL • Eleven Engineering & Desi... SK- 1 • GF Shea Roof Girder- Grid 6 June 29, 2016 at 8:08 PM 16-016 Pacific Rim Acade... roof beam at grid 6.r3d • • • • Company Eleven Engineering&Design, LLC June 29,2016 • Designer : ?6F Shea 8:08 PM - Job Number 016 Pacific Rim Academy Roof Girder-Grid 6 Checked By: al • Global Display Sections for Member Calcs 5 • Max Internal Sections for Member Calcs 97 • Include Shear Deformation? Yes Include Warping? Yes • Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes • Area Load Mesh (in"2) 144 • Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% al Include P-Delta for Walls? Yes • Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffness3 • Gravity Acceleration (ft/sec"2) 32.2 Wall Mesh Size(in) 12 Eigensolution Convergence Tol. (1.E-) 4 • Vertical Axis Y Global Member Orientation Plane XZ • Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver S - Hot Rolled Steel Code AISC 14th(360-10):ASD Adjust Stiffness? Yes{Iterative) • RISAConnection Code AISC 13th(360-05): ASD Cold Formed Steel Code AISI S100-07 ASD • Wood Code AF&PA NDS-05/08: ASD • Wood Temperature < 100E Concrete Code ACI 318-11 • MasonryCode ACI 530-08:ASD go Aluminum Code AA ADM1-05:ASD- Building • Number of Shear Regions 4 Region Spacing increment(in) 4 Biaxial Column Method Exact Integration Parme Beta Factor{PCA) 65 0 Concrete Stress Block Rectangular • Use Cracked Sections? Yes Bad Framing Warnings? No • Unused Force Warnings? Yes • Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 • Min % Steel for Column 1 Max% Steel for Column 8 S 0 S 0 • • 0 • • ill • RISA-3D Version 10.0.1 [C:\...\...\...\...\16-016 Pacific Rim Academy\Structural\roof beam at grid 6.r3d] Page 1 S • • Company : Eleven Engineering&Design, LLC June 29,2016 Designer : GF Shea 8:08 PM - Job Number : 16-016 Pacific Rim Academy Roof Girder-Grid 6 Checked By: - 11111 Global, Continued • Seismic Code ASCE 7-10 - Seismic Base Elevation.(ft) Not Entered Add Base Weight? Yes 0 C Z .02 Ct X .02 III T Z(sec)" Not Entered Il X(sec) Not Entered RZ 3 II RX 3 - Ct`Exp. Z .75 Ct Exp. X .75 - SD1 1 SDS 1 III S1 1 - ,TL(sec) 5 Risk Cat I or II - Seismic Detailing Code ASCE 7-05 OmZ 1 • Om X 1 Rho Z 1 al 1Rho X 1 II • Wood Material Properties - Label Species Grade Cm Emod Nu Therm...Dens[k/ft^3] 1 DF/SPine Corn Species Group I DF,SP No.1 1 .3 .3 .035 • 2 HF/Spruce Fir Corn Species Group II HF,SPF No.1 1 .3 .3 .035 - 3 DF Douglas Fir-Larch No.1 1 .3 .3 .035 4 SP Southern Pine No.1 1 .3 .3 .035 - 5 HF Hem-Fir No.1 1 .3 .3 .035 6 SPF Spruce-Pine-fir No.1 1 .3 .3 .035 ' • 7 24F-1.8E DF Balanced 24F-1.8E DF BAL na 1 .3 .3 .035 - 8 24F-1.8E OF Unbalanced 24F-1.8E DF UNBAL ` na' 1 .3 .3 .035 9 24F-1.8E SP Balanced 24F-1.8E SP BAL na 1 .3 .3 .035 al 10 24F-1.8E SP Unbalanced 24F-1.8E:: SP_UNBAL na 1 .3 .3 .035 11 LVL-PRL Commercial 225... LVL PRL 1.5E 2250F na 1 .3 .3 .035 I. 12 LVL-PRL Commercial 290... Versa-Lam 2.0 3100 na 1 .3 .3 .035 - 0 Joint Coordinates and Temperatures - Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 ' N1 0 0 0 0 0 2 N2 1 0 0 0 3 N3 26.6 0 0 0 • Joint Boundary Conditions 0 Joint Label X[k/inj Y[k/in] Z[k/in] X Rot.jk-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing - 1 N2 Reaction Reaction Reaction - 2 N3 Reaction Reaction Reaction S Joint Loads and Enforced Displacements 5 Joint Label L,D,M Direction Magnitude[(Ib,lb-ft),(in,rad), (Ib*s^2/ft,... - No Data to Print ... • RISA-3D Version 10.0.1 [C:\...\...\...\...\16-016 Pacific Rim Academy\Structural\roof beam at grid 6.r3d] Page 2 41) 4110 • • Company : Eleven Engineering&Design, LLC June 29,2016 • Designer GF Shea 8:08 PM • Job Number : 16-016 Pacific Rim Academy Roof Girder-Grid 6 Checked By: • • Member Distributed Loads (BLC 1 : DL) • Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[Ib/ft,FJ Start Location[ft,%] End Locationfft,%]_ • 1 M1 Y -237 -237 0 0 • Member Distributed Loads (BLC 2 : SL) • Member Label Direction Start Magnitude[Ib/ft,F] End Magnitude[Ib/ft,F] Start Location ft% End Location[ft.%] 1 M1 Y -316 -316 1 0 • • Member Point Loads (BLC 3 : WL) • 1 Member Label Direction Magnitude[Ib,Ib-ft] Location[ft,%] • Z 361 4.625 _ 2 M1 Z 361 8.25 3 M1 3• M1 Z 361 11.875 361' 15.5 M1 Z 361 19.125 • 6 , mi Z 361 22.75 • • Load Combinations • 1 Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor ' DL Yes 1 1 2 1 • 2 SL Yes 2 1 3 DL +WL Yes 1 1 3 1 • 4 DL+WL+SL Yes 1 1 2 .75 3 .75 • • Joint Reactions LC Joint Label X[Ib] Y[Ib] Z[Ib] MX[lb-ft] MY[lb-ft] MZ[lb-ft] • 1 1 N2 0 7320.029 0 LOCKED 0 0 • 2 1 N3 0 7073.771 0 0 0 0 3 1 Totals: 0 14393.8 0 • 4 1 COG(ft): X: 13.581 Y:0 Z:0 • 5 2 N2 0 4044.8 0 LOCKED 0 0 6 2- N3 0 4044.8 0 0 0; 0i • 7 2 Totals: 0 8089.6 0 8 2 COG (ft): X: 13.8 Y:0 Z: 0 • 9 3 N2 0 3275.229 -1092.519 LOCKED 0 0 • 10 3 N3 0 3028.971 -1073.481 0 0 0 11 3 Totals: 0 6304.2 -2166 • 12 3' COG(ft): X: 13.3 Y: 0 Z: 0' 13 4 N2 0 6308.829 -819.389 LOCKED 0 0 • 14 4 N3 0 6062.571 805.111 0 ' 0 0 • 15 4 Totals: 0 12371.4 -1624.5 16 4 COG (ft): X: 13.545 Y: 0 Z:0 • in Member Section Forces • 1 LC Member Label Sec Axiaal[Ib] v Shear[lb] z Shearjlb] Torque[lb-ft] y-y Mo... z-z Mo... • 0 0 0 0 0 2 2 0 3958.579 " 0 0 0 -31071.... • 3 3 0 281.129 0 0 0 -45168.9 44 0 -3396.321 0 0 0 -34811.... • 5 5 0 -7073.771 0 0 0 0 • 6 2 M1 1 "' 0 0 0 0 0 0 7 1 2 0 2259.4 0 0 0 -17807...., • • RISA-3D Version 10.0.1 [C:\...\...\...\...\16-016 Pacific Rim Academy\Structural\roof beam at grid 6.r3d] Page 3 • • • Company : Eleven Engineering&Design,LLC June 29,2016 Designer : GF Shea 8:08 PM Job Number : 16-016 Pacific Rim Academy Roof Girder-Grid 6 Checked By: Member Section Forces (Continued) LC Member Label Sec Axialfibl v Shear(1bl z Shearflbl Torqueflb-ftl v-v Mo... z-z Mo... 8 3 0 158 0 0 0 25845....1 • 9 4 0 -1943.4 0 0 0 -19910.... - 10 5 0 -4044.8 0 0 0 0 11 3 M1 1 0 0 0 0 0 0 4, 12 2 0 1699.179 -731.519 0 -5441.70 -13263.... Am 13 3 0 123.129 -9.519 0 -7968.82 -19322.... III 14 4 0 -1452.921 712.481` 0 -6127.85 -14901.... 15 5 0 -3028.971 1073.481 0 0 0 16 4 M1 1 0 0 0 0 0 0 41111 17 2 0 3393.729 -548.639 0 -4081.27 -26619.... 18 3 0 241.629 -7.139 0 -5976.62 38707.... 19 4 0 -2910.471 534.361 0 -4595.88 -29834.... - 20 5 0 -6062.571 805.111 0 0 0 - Joint Deflections LC Joint Label X[in] Y[in] Z[in] X Rotation[rY Rotation[r... Z Rotation[rad] - 1 1 N1 0 .063 0 0 0 -5.224e-3 - 2 1 N2 0 0 0 0 0 -5.224e-3 3 1 N3 0 0 0 0 0 5.231e-3 5 4 2 N1 0 .036 0 0 0 -2.993e-3 5 2 N2 0 0 0 0 0 -2.993e-3 Mr 6 2 N3 0 0 0 0 0 2.993e-3 - 7 3 N1 0 .027 -.273 0 -2.274e-2 -2.231e-3 8 3 N2 0 0 0 0 -2.274e-2 -2.231e-3 5 9 3 N3 0 0 0 0 2.269e-2 2.238e-3 10 4 N1 0 .054 -.205 0 -1.706e-2 -4.476e-3 S 11 4 N2 0 0 0 0 -1.706e-2 -4.476e-3 12 4 N3 0 0 0 0 1.702e-2 4.483e-3 • S • 5 • S • • S S S • • S S S RISA-3D Version 10.0.1 [C:\...\...\...\...\16-016 Pacific Rim Academy\Structural\roof beam at grid 6.r3d] Page 4 S • - • • • • • • • • • M6 M8 • 3 /M5 �,� � M,2 ��`� '�'sr o�6 're M7 • N1 N10 N11N12 N13 N14 N2 N3 • S • • • S • • S S S S • • ,Results for LC 1, DL+SL(Balanced) • Eleven Engineering & Desi... SK- 1 GF Shea Roof Truss 1A June 29, 2016 at 8:10 PM 116-016 Pacific Rim Acade...; roof truss 1A.r3d • • • • Company Eleven Engineering&Design,LLC June 29,2016 Designer : GF Shea 8:11 PM • Job Number : 16-016 Pacific Rim Academy Roof Truss 1A Checked By: S - Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 • Include Shear Deformation? Yes Include Warping? Yes • Trans Load Btwn Intersecting Wood Wall? Yes Increase'NailingCapacity forWind? Yes Area Load Mesh (in^2) 144 • Merge Tolerance(in) 12 P-Delta Analysis Tolerance 0.50% • Include P-Delta for Walls? Yes • Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffnes • Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 12 • Eigensolution Convergence Tol. (1.E-) 4 • Vertical Axis Y Global Member Orientation Plane XZ • Static Solver Sparse Accelerated`` • ;Dynamic Solver Accelerated Solver • Hot Rolled Steel Code AISC 14th(360-10):ASD Adjust Stiffness? Yes(Iterative)'! • RISAConnection Code AISC 13th(360-05): ASD Cold Formed Steel Code AISI'S100-07 ASD Wood Code AF&PANDS-05/08:ASD • Wood Temperature < 10F Concrete Code ACI 318-11 • Masonry Code ACI 530-08:`ASD • Aluminum Code AA ADM1-05:ASD Building • Number of Shear Regions 4 Region Spacing Increment(in)', 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) 65 Concrete Stress Block Rectangular • Use Cracked Sections? " Yes Bad Framing Warnings? No Unused force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set KEBAB SET' ASTMA615 • Min % Steel for Column 1 Max%Steel for Column 8 • • • • • • • • • • • A-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\roof truss 1A.r3d] al RIS Page 1 S • • Company : Eleven Engineering&Design, LLC June 29,2016 Designer : GF Shea 8:11 PM • Job Number : 16-016 Pacific Rim Academy Roof Truss 1A Checked By: - • Global, Continued Seismic Code ASCE 7-10 w Seismic Base Elevation(ft) Not Entered Add Base Weight? Yes III CtZ .02 Ct X .02 • T Z(sec) Not Entered - T X(sec) Not Entered RZ 3 • RX 3 Ct Exp.Z .75 • Ct Exp. X .75 - SD1 1 SDS 1 • S1> 1 TL (sec) 5 II Risk Cat > I or II - Seismic Detailing Code ,ASCE 7-05 OmZ 1 1111 Om X 1 - Rho Z 1 Rho X 1 1 - • Wood Material Properties - Label Species Grade Cm Emod Nu Therm...Dens[k/ft^3] 1 DF/SPine Com Species Group I DF,SP No.1 .3 .035 • 2 HF/Spruce Fir Corn Species Group II HF,SPF No.1 1 .3 .3 .035 - 3 DF Douglas Fir-Larch No.1 1 .3 .3 .035 4 SP Southern Pine No.1 1 .3 .3 .035 5 5 HF Hem-Fir No.1 1 .3 .3 .035 6 SPF Spruce-Pine-fir No.1 1 .3 .3 .035 UP 7 24F-1.8E DF Balanced 24F-1.8E DF BAL na 1 .3 .3 .035 - 8 24F-1.8E DF Unbalanced 24F-1.8E DF_UNBAL' na 1 .3 ', .3 .035 9 24F-1.8E SP Balanced 24F-1.8E SP BAL na 1 .3 .3 .035 0 10 24F-1.8E SP Unbalanced 24F-1.8E SP_UNBAL na 1 .3 .3 .035 11 LVL-PRL Commercial 225... LVL PRL 1.5E 2250F na 1 .3 .3 .035 • 12 LVL-PRL Commercial 290... LVL_PRL_2.0E_2900F na 1 .3 .3 .035 - • Joint Coordinates and Temperatures - Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N1 0 0 0 0 5 2 N2 33.5 0 0 0 - 3 N3 38 0 0 0 4 N4 19 3.17 0 0 5 5 N6 6.33 1.056 0 0 6 N7 12.67 2.111 0 0 r 7 N8 31.67 1.056 0 0 i 8 N9 25.33 2.111 0 0 9 N10 4.5 0 0 0 - 10 N11 10.3 0 0 0 11 N12 16.1 0 0 0 • 12 N13 21.9 0 0 0 - 13 N14 27.7 0 0 0 • • RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\roof truss 1A.r3d] Page 2 - • • • • • Company : Eleven Engineering&Design, LLC June 29,2016 Designer GF Shea 8:11 PM - Job Number : 16-016 Pacific Rim Academy Roof Truss 1A Checked By: • • Joint Boundary Conditions • Joint Label X[k/in] Y[k/in] Z jk/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing__ is 1 N1 Reaction Reaction Reaction 2 N2 3 N3 Reaction Reaction • Joint Loads and Enforced Displacements - Joint Label L,D,M No Data to Print D..irection. Magnitude[(Ib,lb ft),(in rad),(Ib*s^2/ft,... II Member Distributed Loads (BLC 1 : Dead Load) - Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,%] End Location[ft,%] 1 M 1 -30 -30 0 0 2 M2 \y„, -30 -30 0 0 1 Member Distributed Loads (BLC 2 : Snow Load- Balanced) - Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,%] EndLocation[ft,%]__ w 1M 1 Y -40 -40 0 0 2 M2 Y -40 -40 0 ' 0 - Member Distributed Loads (BLC 3 : Snow Load- Un-Balanced) • MembMer1 Label Direction Start Magnitudeflb/ft,F14 End Magnitudeflb/ft4 ,F Start Location[ft,%1 End Locationfft,%1 1 Y - '"w2 M1 Y -16 -16 19.5 0 3 M1 Y -13.5 -13.5 19.5 24.54 ill 4 M2 Y -16 -16 0 0 Member Distributed Loads (BLC 4 : Wind Load) • Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,%] End Location[ft,%] - 1 M3 Y 660.6 60.6 00 0 2 M4 Y 0.6 60,6 0 - 3 M5 Y 43 43 0 0 4' M6 Y 43 43 0 0 5 M7 Y 43 43 0 0 - 6 M8 Y 43 43 0 0 - Member Point Loads Member Label Direction Magnitude[lb,lb-ft] Location[ft,%] No Data to Print ... al Load Combinations - Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+ SL(Balanced)Yes 1 1 2 1 • 2l DL SL(tUn-balanced) Yes 1 1 3 1 3 DL+WL Yes 1 .6 4 .6 4 DL+.75SL+.75WL Yes 1 1 2 .75 4 .45 - 5 DL Yes 1 1 6 SL Yes " 12 1 111/ • 4111 RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\roof truss 1A.r3d] Page 3 • Company : Eleven Engineering&Design,LLC June 29,2016 Designer : GF Shea 8:11 PM Job Number : 16-016 Pacific Rim Academy Roof Truss 1A Checked By: - • Joint Reactions LC Joint Label X[Ib] Y[Ib] Z[Ib] MX[lb-ft] MY[lb-ft] MZ[lb-ft] 1 1 N1 0 1330 0 0 0 0 - 2: 1 N3 0 1330 0 0 0 0 3 1 N4 NC NC NC LOCKED NC NC 4 1 Totals: 0 2660 0 - 5 1 COG (ft): X: 19 Y: 0 Z: 0 6 2 N1 0 728.652 0 '' 0 0 0 7 2 N3 0 853.388 0 0 0 0 8 2 N4 NC NC NC LOCKED NC NC • 9 2 Totals: 0 1582.04 0 10 2 ` COG (ft): X:20.498 Y:0 Z: 0 11 3 N1 0 -222.744 0 0 0 0 - 12 3 N3 0 -222.744 0 0 0 0 13 3 N4 NC NC NC LOCKED NC NC Ili 14 3 Totals: 0 -445.489 0 - 15 3 COG (ft): X: 19 Y: 3.695 Z: 0 16 4 N1 0 716.442 0 0 0 0 17 4 N3 0 716.442 0 0 0 0 18 4 N4 NC NC NC LOCKED NC NC Ill 19 4 Totals: 0 1432.883 0 - 20 4 COG(ft): X: 19 Y: -.862 Z: 0' 21 5 N1 0 570 0 0 0 0 22 5 N3 0 570 0 0 0 0 23 5 N4 NC NC NC LOCKED NC NC • 24 5 Totals: 0 1140 0 - 25 5 COG (ft): X: 19 Y: 0 Z: 0 26 6 N1 0 760 0 0 0 0 27 6 N3 0 760 0 0 0 0 28 6 N4 NC NC NC LOCKED NC NC 29 6Totals: 0 1520 0 - 30 6' COG (ft): X: 19 Y: 0 Z: 0 • 11111 • • • • • • • • • • • • • • • • • • • • • • • • • M6 M8 • M3 0 �`� M�2 �^ \ • M \4`\4\1\76' M1 ie. .• M- • N1 N10 N11 N12 N13 N14 N2 N3 • • • • • • • • • • • • • • • • • Results for LC 1, DL+SL(Balanced) • Eleven Engineering & Desi... SK-2 • GF Shea Roof Truss 1B June 29, 2016 at 8:15 PM • 16-016 Pacific Rim Acade... roof truss 1 B.r3d • • • • Company : Eleven Engineering&Design, LLC June 29,2016 • Designer : GF Shea 8:15 PM is Job Number : 16-016 Pacific Rim Academy Roof Truss 1B Checked By: 111 Global IIP Display Sections for Member Calcs 5 Max Internal Sections for_Member Calcs 97 leInclude Shear Deformation? Yes Include Warping? Yes • Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes • Area Load Mesh (inA2) 144 • Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% • Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffness3 • Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size;(in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y • Global Member Orientation Plane XZ • Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver in !Hot Rolled Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(Iterative) - RISAConnection Code AISC 13th(360-05):ASD Cold Formed Steel Code AISI S100-07:ASD II Wood Code AF&PA NDS-05/08:ASD ill Wood Temperature < 100E Concrete Code I ACI 318-11 • Masonry Code ACI 530-08:ASD ;Aluminum Code AA ADM1-05: ASD- Building • IMF Number of Shear Regions 4 Region Spacing Increment(in) 4 • Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular • Use Cracked Sections? Yes Bad Framing Warnings?No • Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No • Concrete`Rebar Set REBAR SET ASTMA615 • Min % Steel for Column 1 Max°l°Steel for Column 8 • • • S S S S • i • • RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\roof truss 1B.r3d] Page 1 S • • Company : Eleven Engineering&Design, LLC June 29,2016 Designer : GF Shea 8:15 PM - Job Number : 16-016 Pacific Rim Academy Roof Truss 1B Checked By: - III Global. Continued • Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered II Add Base Weight? Yes - Ct'Z .02 Ct X .02 - T Z(sec) Not Entered IT X(sec) Not Entered ID RZ 3 - ,RX 3 Ct Exp. Z .75 1. Ct Exp. X .75 SD1 1 ab SDS 1 - S1 1 TL(sec) 5 • Risk Cat I or II Seismic Detailing Code ASCE 7-05 ii OmZ 1 - Om X 1 Rho Z 1 III Rho X 1 - fil Wood Material Properties Label Species Grade Cm Emod Nu Therm...Dens[k/ft^3] • 1 DF/SPine Corn Species Group I DF,SP No.1 1 .3 .3 l .035 5 2 HF/Spruce Fir Corn Species Group II HF.SPF No.1 1 .3 .3 ' .035 3 DF Douglas Fir-Larch No.1 1 .3 .3 .035 MP 4 SP Southern Pine No.1 1 .3 .3 .035 - 5 HF Hem-Fir No.1 1 .3 .3 .035 6 SPF Spruce-Pine-fir No.1 1 .3 .3 .035 5 7 24F-1.8E DF Balanced 24F-1.8E DF BAL na 1 .3 .3 .035 8 24F-1.8E DF Unbalanced 24F-1.8E DF_UNBAL na 1 .3 .3 .035 5 9 24F-1.8E SP Balanced 24F-1.8E SP BAL na 1 .3 .3 .035 - 10 24F-1.8E SP Unbalanced 24F-1.8E SP_UNBAL na 1 .3 .3 .035 11 LVL-PRL Commercial 225... LVL PRL 1.5E 2250F na 1 .3 .3 .035 5 12 LVL-PRL Commercial 290... LVL_PRL_2.0E 2900F na 1 .3 .3 '` .035 - • Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... - 1 N1 0 0 0 0 - 2 N2 34 ` 0 0 0 3 N3 39 0 0 0 • 4 N4 19.5 3.25 0 0 ID 5 N6 6.5 1.083333 0 0 6 N7 13 2.166667 ' 0 0 5 7 N8 32.5 1.083333 0 0 8 N9 26 2.166667 0 0 al 9 N10 5.67 0 0 0 - 10 N11 11.34 0 1 0 0 11 N12 17 0 � 0 0 5 12 N13 22.67 0 0 0 13 N14 28.34 0 0 0 i • • 5 RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\roof truss 1B.r3d] Page 2 to • • - Company : Eleven Engineering&Design, LLC June 29,2016 • Designer GF Shea 8:15 PM Job Number : 16-016 Pacific Rim Academy Roof Truss 1B Checked By: Joint Boundary Conditions • Joint Label X[k/in] Y[Win] Z Jk/in] X Rot.jk ftirad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing ID 1 Ni Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction • Joint Loads and Enforced Displacements • Joint Label L D.M Direction Magnitude[(Ib,lb-ft),(in,rad),(Ib*s^2/ft.... No Data to Print ... Member Distributed Loads (BLC 1 : Dead Load) • Member Label Direction Start Magnitude[Ib/ft,F] End Magnituderlb/ft,F] Start Locationrft,%1 End Location[ft%o]_ - 1 M1 Y -30 -30 0 0 2 M2 Y -30 -30 0 0 • • Member Distributed Loads (BLC 2 : Snow Load- Balanced) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[Ib/ft F] Start Location[ft,%] End Location[ft,%1 • 1 M 1 Y -40 -40 0 0 • 2 M2 Y -40 -40 0 0 j Member Distributed Loads (BLC 3 : Snow Load- Un-Balanced) • 1 Memberi Label Dir ction Start Magnitude[Ib/ft,F] End Magnit4 0 ude[lb/ft,F] Start Location[ft%J End Lo19cation[ft,%] • 2 M1 Y -16 -16- 19.5 0.5 • 3 M1 Y -13.5 -13.5 19.5 24.54 4 M2 Y -16 -16 0 0 Member Distributed Loads (BLC 4 : Wind Load) Member Label Direction Start Magnitude[lb/ft,F1 End Magnituderlb/ft,F] Start Location[1,(A] End Location[ft,%] 1 M2 Dire‘ 44 44 0 0 2 M3 Y 60.6 60.6 0 ' 0 3 M4 Y 60.6 60.6 0 0 • 4 MY 43 43 0 0 5 M65 Y 43 43 0 0 • 6 M7 Y 43 43 0 0 17 M8 Y 21.5 21.5 0 0 Member Point Loads • Member Label Direction Magnituderlb,lb-ftl Locationrft,%] No Data to Print ... Load Combinations Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor ID 1 IDL + SL(Balanced)Yes 1 1 2 1 • 2 DL+SL(Un-balanced) Yes 1 1 3 1 3 +WL 1 .6 4 • 4 DL 4-?71-5SL+.75WL Yes 1 1 2 .7.65 4 .45 - 5 DL Yes 1 1 6 SL Yes 2 1 RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\roof truss 1 B.r3d] Page 3 • Company : Eleven Engineering&Design, LLC June 29,2016 Designer : GF Shea 8:15 PM Job Number : 16-016 Pacific Rim Academy Roof Truss 1B Checked By: - Joint Reactions (By Combination) LC Joint Label X[Ib] Y[Ib] Z[Ib] MX[Ib-ft] MY[lb-ft] MZ[Ib-ft] 1 1 N1 I 3630.583 1164.265 0 0 0 0 - 2' 1 N2 -3630.583 1565.735 0 0 ' 0 ; 0 3 1 N4 NC NC LOCKED NC NC NC - 4 1 Totals: 0 2730 0 5 1 COG (ft): X: 19.5 Y: 0 Z: 0 up 6 2 N1 2074.004 622.165 0 0 0 0 7 2 N2 -2074.004 1005.875 0 0 0 0 8 2 N4 NC NC ". LOCKED NC NC NC - 9 2 Totals: 0 1628.04 0 10 2 COG(ft): X: 21.007 Y: 0 Z: 0 III 11 3 N1 -257.836 -157.172 0 0 0 0 - 12 3 N2 257.836 -347.074 0 0 0 0 13 3 N4 NC NC LOCKED NC NC NC - 14 3 Totals: 0 -504.246 0 15 3 COG (ft): X: 23.402 Y: 2.98 Z: 0 5 16 4 N1 2218.367 655.526 0 0 0 0 - 17 4 N2 -2218.367 779.79 0 0 0 0 18 4 N4 NC NC LOCKED NC NC NC 5 19 4 Totals: 0 1435.315 0 - 20 4 COG(ft): X: 18.472 Y: -.785 Z.0 21 5 N1 1555.964 498.971 0 0 0 0 - 22 5 N2 -1555.964 671.029 0 0 0 0' 23 5 N4 NC NC LOCKED NC NC NC 5 24 5 Totals: 0 1170 0 25 5 COG (ft): X: 19.5 Y: 0 Z: 0 26 6 N1 2074.619 665.294 0 0 0 0 - 27 6 N2 -2074.619 894.706 0 0 0 0 28 6 N4 NC NC LOCKED NC NC NC al 29 6 Totals: 0 1560 0 - 30 6' COG (ft):` X: 19.5 Y: 0` Z: 0 • S • • • • • S S S • S • • • • S S • • • Po- Project: FAC-tit C- R-IM Project No.: 140— CA Ga • Date: alt-iAy 14:7 • I, Subject: -PL.0OtZ r¢.P11lt. .00 By: f9.F. J4 eleven engineering a design tic • Page: • bra : • c = t@' • 112-0:37. W" 71H = (P► D ' • _ t Ps.F # t • tr,��, = l e?C.to ko.) 2 t fir. = tis -�- 1t = • tn.! C 4ri} = 324 4tft • • t"s�. = t .(1. + = quo • • V (Le% 4,to • ) '`'- C tom. (2.) G.JT4-L -- c.�.P. 241_, ! -- L_ 7 " 214,0v2.o# • 2 -Y4' Cil.-t�-i,. '• VSAM C- Wlo u r rof. • Fb' =_ ? sit (c„ ' w + c)44r- • • • c = tto•5 • _ S.IZGj • ? • Gv = z{ •t t2 -t .tzs .t• — t.bZ ti .�[? {t•ao� _ . `tt'�`t� • 1=b' = 2.4- 0(.1t1) = 23ZSt • Gjfr-e" ic>. = tr-s ' • Ev Zfos 1:4 • Rte. - 4.104 ` (LS)f2 Psi = 23.2 trJ Z • • At- t-4 Lt-7-7-0 = te5(12.-)//7.45 Oi3" • LST t402.>c = 1.-l4•00 - ta(.12. /4£}14 _ O 4S" t, 5C 3 -)( te2)4 (t72b) 14c (1.4 4 te4-111244.4. • 3S4'( t, ,0oo ;)( v`• •• in. = 5( o At-'1) C tom)4(t-rze)' 1330 !N`t' • 3 Ct Soo,oo(;) • � USE. &t-- x • Ac 74.66, .2 tY7.5 ttJ3 = 1A4-t trs`3 • µ°-ccs: &L &1 x tlo�2 t-tAr I'w . t ;errM12- w1cs-c. -ts ti Contact Information: www.11-ED.com • 6/21/2016 Connection Calculator • • Design Method €Allowable Stress Design (ASD) • Connection Type 'Lateral loading • IIFastener Type ribtltl • - Loading Scenario Double Shear- Wood Main Member • 1111 III Main Member Type 1 Glulam Douglas Fir-Larch • . Main Member Thickness 1 6.75 in. • Main Member:Angle ofR • Load to Grain 90 - Side Member Type Steel • ill_ Side Member Thickness 3 gage � • 11111 Side Member:Angle of Load 0 to Grain Fastener Diameter [33/4 in. • III Load Duration Factor l C_D = 1.0al Wet Service Factor rC_M = 1.0in ♦ # Temperature Factor l C_t =1.0 — • 5 • Connection Yield Modes • Im 2633 lbs. • Is 4435 lbs. • IIls 1801 lbs. 5 IV 2433 lbs. 5 • • Adjusted ASD Capacity 1801 lbs. • • Bolt bending yield strength of 45,000 psi is assumed. • • The Adjusted ASD Capacity is only applicable for bolts with adequate end 5 distance,edge distance and spacing per NDS chapter 11. - • ASTM A36 Steel is assumed for steel side members 1/4 in.thick,and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in.thick. - While every effort has been made to insure the accuracy of the information presented,and II special effort has been made to assure that the information reflects the state-of-the-art, 5 neither the American Wood Council nor its members assume any responsibility for any - particular design prepared from this on-line Connection Calculator.Those using this on- line Connection Calculator assume all liability from its use. 0 The Connection Calculator was designed and created by Cameron Knudson,Michael • Dodson and David Pollock at Washington State University.Support for development of 5 the Connection Calculator was provided by American Wood Council. - • in 0 • • • http://www.awc.org/calculators/connectioncalc.160106/ccstyle.asp?design_method=ASD&connection type=Lateral+loading&fastener types=Holt&loading scan... 1/1- - • . - - - - - - - - - - - - - - - - - - M1 M2 N1 N2 N3 N4 • - - - - - • - - - - - - - • - - Results for LC 1, DL+LL • Eleven Engineering & Desi... SK- 1 • GF Shea Main Girder- Grid 5 , June 29, 2016 at 8:05 PM 16-016 Pacific Rim Acade... Main Girder.r3d • - • Company : Eleven Engineering&Design, LLC June 29,2016 III Designer : GF Shea 8:06 PM • Job Number : 16-016 Pacific Rim Academy Main Girder-Grid 5 Checked By: Global al Display Sections for Member Calcs 5 Max Internal Sections for Member'Calcs 97 mi Include Shear Deformation? Yes Include Warping? Yes - :Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes is Area Load Mesh (inA2) 144 • Merge Tolerance(in) 12 P-Delta Analysis Tolerance 0.50% •• Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffnes. . Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 12 Eigensolution Convergence Tol. (1.E-) 4 al Vertical Axis Y Global Member Orientation Plane XZ - Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver • Hot Rolled Steel Code AISC 14th(360-10): ASD Mr Adjust Stiffness? Yes(Iterative) . RISAConnection Code AISC 13th(360-05):ASD Cold Formed Steel Code AISI 5100-07 ASD' • Wood Code AF&PA NDS-05/08: ASD . Wood Temperature < 100E Concrete Code ACI 318-11 • Masonry Code'- ACI 530-08:ASD Aluminum Code AA ADM1-05:ASD Building • . Number of Shear Regions 4 Region Spacing'Increment(in) 4 - Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular it Use Cracked Sections? Yes Bad Framing Warnings?No al Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No II Concrete Rebar Set REBAR SET ASTMA615 - Min % Steel for Column 1 Max°A Steel for Column 8 ID • • • • • • • • RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\Main Girder.r3d] Page 1 • • • • Company : Eleven Engineering&Design, LLC June 29,2016 Designer : GF Shea 8:06 PM - Job Number : 16-016 Pacific Rim Academy Main Girder-Grid 5 Checked By: - Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct'Z .02 CtX .02 T Z(sec) Not Entered T X(sec) Not Entered R 3 RX 3 Ct Exp. Z .75 - Ct Exp. X i .75 SD1 1 SDS 1 S1 1 TL(sec) 5 - Risk Cat` I or II - Seismic Detailing Code ASCE 7-05 OmZ 1 OmX 1 Rho Z 1 ,Rho X 1 Wood Material Properties Label Species Grade Cm Emod Nu Therm...Dens[k/ft^3] 1 DF/SPine Corn Species Group I DF,SP No.1 1 .3 .3 .035 - 2 HF/Spruce Fir Corn Species Group II HF,SPF No.1 1 .3 .3 .035 3 DF Douglas Fir-Larch No.1 1 .3 .3 .035 IIP 4 SP Southern Pine No.1 1 .3 .3 .035 - 5 HF Hem-Fir No.1 1 .3 .3 .035 6 SPF Spruce-Pine-fir No.1 1 .3 .3 .035 - 7 24F-1.8E DF Balanced 24F-1.8E DF BAL na 1 .3 .3 .035 8 24F-1.8E DF Unbalanced 24F-1.8E DF_UNBAL na 1 .3 .3 .035 9 24F-1.8E SP Balanced 24F-1.8E SP BAL na 1 .3 .3 .035 - 10 24F-1.8E SP Unbalanced 24F-1.8E: SP_UNBAL na 1 .3 .3 .035 11 LVL-PRL Commercial 225... LVL PRL 1.5E 2250F na 1 .3 .3 .035 ID 12 LVL-PRL Commercial 290... " LVL_PRL_2.0E_2900F > na 1 .3 .3 i .035 Joint Coordinates and Temperatures - Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N1 0 0 0 0 2 N2 1 0 0 0 3 N3 5.21 0 0 0 4 N4 26.6 0 0 0 • Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N3 Reaction Reaction Reaction - 2 N4 Reaction Reaction Reaction - 3 1 N1 4 N2 Reaction Reaction Reaction - RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\Main Girder.r3d] Page 2 Company : Eleven Engineering&Design, LLC June 29,2016 • Designer GF Shea 8:06 PM Job Number : 16-016 Pacific Rim Academy Main Girder-Grid 5 Checked By: • • Joint Loads and Enforced Displacements (BLC 1 : DL) • JointN1 Label Direction Magnitude[(Ib,lb-ft), (in,rad),(Ib*s^2/ft,... 1 L Y -410 2 N4 L ' Y -848 • Joint Loads and Enforced Displacements (BLC 2 : LL) - Joint Label L,D,M Direction Magnitude[(Ib,lb-ft).(in,rad),(Ib*s^2/ft,... • 1 N1 ! L Y I -1018 - 2 N4 1 L Y' -2320 411 Member Distributed Loads • Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[Ib/ft,F] Start Location[ft,%] End Location[ft,%] • No Data to Print... 411 . Member Point Loads (BLC 1 : DL) Member Label Direction Magnitude[lb.lb-ft] Location[ft,%] • 1 M 1 Y -603 1 2 1\1\1 ‘)1(' -1697 2.19 3 M2 -1697 8.59 • 4 M2 Y -1697 14.99 • Member Point Loads (BLC 2 : LL) • Member Label Direction Magnitude[lb,lb-ft] Location[ft,%] . 1 M1 Y -1440 1 2 M2 Y -4640 2.19 • 3 M2 Y -4640 8.59 4114 M2 Y -4640 14.99 • Load Combinations • Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor • 1 DL+ LL Yes 1 1 2 1 2 LL Yes 2 1 3 .88L Yes 2 .88 • • Joint Reactions • LC Joint Label X[Ib] Y[Ib] Z[Ib] MX[Ib-ft] MY[lb-ft] MZ[lb-ft] 1 1 N3 0 24952.877 0 LOCKED 0 0 • 2 1 N4 0 8954.467 0 0 0 3 1 N2 0 -7340.891 0 0 0 0 4 1 Totals: 0 26566.453 0 . 5 1 COG (ft): X: 13.583 Y: 0 Z: 0 6 2 N3 0 17621.453 0 LOCKED 0 0 7 2 N4 0 6342.331 0 0 0 0 8 2 N2 0 -5265.784 0 0 0 0 9 2 Totals: 0 18698 0 • 10 2 COG(ft): X: 13.651 Y:0 Z: 0 11 3 N3 0 15506.879 0 LOCKED 0 0 • 12 3 N4 0 5581.252 0 0 0 0 13 , 3 N2 0 -4633.89 0 0 0 0 • 14 3 Totals: 0 16454.24 0 • 15 3 COG (ft): X: 13.651 Y: 0 Z: 0 • RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\Main Girder.r3d] Page 3 • 0 • • Company : Eleven Engineering&Design,LLC June 29,2016 Designer : GF Shea 8:06 PM II Job Number : 16-016 Pacific Rim Academy Main Girder-Grid 5 Checked By: - Member Section Forces III LC Member Label Sec AxiallIbi y Shear[Ibj z Shear[Ib] Torque[Ib-ft] y-y Mo... z-z Mo... • 1 1 M1 1 0 -1428 0 0 0 I 0 I Am 2 2 0 -10856.767 0 0 0 4727.825 IN 3 3 0 -10901.642 0 0 0 18897.9.. . 4 4 0 -10946.517 0 0 0 33126.6.. 5 5 0 -10991.392 0 0 0 47413.6.. ID 6 1 M2 1 0 13961.485 0 0 0 47413.6.. 7 2 0 7440.247 0 0 0 6743.69 • 8 3 0 919.009 0 0 0 -32698.... fib 9 4 0 -5602.229 0 0 0 -30450.... 10 5 0 -5786.467 0 0 0 0 II 11 2 M1 1 0 -1018 0 0 0 0 - 12 2 0 -7723.784 0 0 0 3354.445, 13 3 0 -7723.784 0 0 0 13414.6.. - 14 4 0 -7723.784 0 0 0 23474.9.. 15 5 0 -7723.784 0 0 0 33535.1.. IIII 16 2 M2 1 0 9897.669 0 0 0 33535.1.. - 17 2 0 5257.669 0 0 0 -4741.851 18 3 0 617.669 0 0 0 -23090.... , 19 4 0 -4022.331 0 0 0 -21509.... 20 5 0 -4022.331 0 0 0 0 ffill 21 3 M1 1 0 -895.84 0 0 0 0 - 22 2 0 -6796.93 0 0 0 2951.911 23 3 0 -6796.93 0 0 0 11804.9.. - 24 4 0 -6796.93 0 0 0 20657.9..' 25 5 0 -6796.93 0 0 0 29510.9.. W 26 3 M2 1 0 8709.948 0 0 0 29510.9.. - 27 2 0 4626.748 0 0 0 -4172.829 28 3 0 543.548 0 0 0 -20319.22 fill 29 4 0 -3539.652 0 0 0 -18928.... Am 30 5 0 -3539.652 0 0 0 0 • Joint Deflections S LC Joint Label X[in] Y[in] Z[in] X Rotation[r...Y Rotation[r... Z Rotation[rad] - 1 1 N1 I 0 -.005 0 0 0 4.205e-4 2 1 N2 0 0 0 0 0 4.095e-4 0 3 1 N3 0 0 0 0 0 -1.167e-3 1 - 4 1 N4 0 0 0 0 0 3.542e-3 5 2 N1 0 -.004 0 0 0 2.985e-4 6 2 N2 0 0 0 0 0 2.907e-4 7 2 N3 0 0 0 0 0 -8.263e-4 UP 8 2 N4 0 0 0 0 0 2.499e-3 - 9 3 N1 0 -.003 0 0 0 2.627e-4 10 3 N2 1 0 0 0 0 0 2.558e-4 0 11 3 N3 0 0 0 0 0 -7.272e-4 12 3 N4 < 0 0 0 0 0 2.199e-3 • • • • • • RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\Main Girder.r3d] Page 4 - • in - • - - - - - - - - - - - - • - - • - M1 N1 N2 - I - - - - - - - - • - - - - - - - • Eleven Engineering & Desi... SK-3 - GF Shea Girder at Grid 6 June 29, 2016 at 8:01 PM • 16-016 - Pacific Rim Acad.. Girder @ grid 6.r3d - - • • Company : Eleven Engineering&Design, LLC June 29,2016 • Designer GF Shea 8:03 PM • Job Number E. 16-016-Pacific Rim Academy Girder at Grid 6 Checked By: • • Global Display Sections for Member Calcs 5 • Max Internal Sections for Member Calcs 97 • Include Shear Deformation? Yes Include Warping? Yes • Trans Load Btwn Intersecting Wood Wall? Yes Increase`Nailing Capacity for Wind? Yes • Area Load Mesh (in^2) 144 • Merge Tolerance(in) !12 P-Delta Analysis Tolerance 0.50% • Include P-Delta'for`Walls? Yes • Automaticly Iterate Stiffness for Walls? Yes Maximum'Iteration Number for Wall Stiffness3 • Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size'(in) 12 • Eigensolution Convergence Tol. (1.E-) 4 • Vertical Axis Y Global Member Orientation Plane XZ 5 Static Solver Sparse Accelerated • Dynamic Solver Accelerated Solver • Hot Rolled Steel Code AISC 14th(360-10): ASD Adjust Stiffness? Yes(lterative)" • RISAConnection Code AISC 13th(360-05):ASD Cold Formed Steel Code AISi S100-07 ASD • Wood Code AF&PA NDS-05/08: ASD • Wood Temperature 100E Concrete Code ACI 318-11 • Masonry Code "ACI 530-08:ASD • Aluminum Code AA ADM1-05:ASD- Building • 1 Number of Shear Regions 4 Region Spacing Increment(in) 4 • 'Biaxial Column Method Exact Integration Parme.Beta Factor{PCA) 65 • Concrete Stress Block Rectangular • Use Cracked Sections?' Yes Bad Framing Warnings? No 5 Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No • Concrete;Rebar Set REBAR SET ASTMA615 • Min % Steel for Column 1 Max% Steel for Column 8 • • • • • • • • • is • • RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\Girder @ grid 6.r3d] Page 5 • • Company : Eleven Engineering&Design, LLC June 29,2016 Designer : GF Shea 8:03 PM Job Number : 16-016-Pacific Rim Academy Girder at Grid 6 Checked By: Global, Continued • Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes CtZ .02 CtX .02 T Z(sec) Not Entered i T X (sec) Not Entered RZ 3 RX 3 Ct'Exp. Z .75 Ct Exp. X .75 SD1 1 SDS 1 Si< 1 TL (sec) 5 Risk Cat I or II Seismic Detailing Code ASCE 7-05 Om Z 1 Om X 1 Rho Z1 Rho X_ 1 • Wood Material Properties Label Species Grade Cm Emod Nu Therm...Dens[k/ft^3] 1 DF/SPine Corn Species Group I DF,SP No.1 1 .3 .3 .035 IIP 2 HF/Spruce Fir Corn Species Group II HF.SPF No.1 1 .3 .3 .035 - 3 DF Douglas Fir-Larch No.1 1 .3 .3 .035 4 SP Southern Pine No.1 1 .3 .3 .035 - 5 HF Hem-Fir No.1 1 .3 .3 .035 6 SPF Spruce-Pine-fir No.1 1 .3 .3 .035 7 24F-1.8E DF Balanced 24F-1.8E DF BAL na 1 .3 .3 .035 8 24F-1.8E DF Unbalanced 24F-1.8E DF UNBAL na 1 .3 .3 .035 9 24F-1.8E SP Balanced 24F-1.8E SP BAL na 1 .3 .3 .035 - 10 24F-1.8E SP Unbalanced 24F-1.8E SP_UNBAL na 1 .3 ; .3 .035 11 LVL-PRL Commercial 225... LVL PRL 1.5E 2250F na 1 .3 .3 .035 S 12 LVL-PRL Commercial 290... LVL_PRL_2.0E 2900E na 1 .3 .3 # .035 Joint Coordinates and Temperatures - Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N1 0 0 0 0 5 2 N2 25.6 0 0 0 - Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/radJ Footing - 1 N1 Reaction Reaction Reaction 5 2 N2 Reaction Reaction Reaction - • Joint Loads and Enforced Displacements (BLC 1 : DL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad),(k*s^2/ft,k... - 1 N1 L Y -.527 - 2 N2 L Y -.527 • RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\Girder @ grid 6.r3d] Page 6 S • • • Company : Eleven Engineering&Design, LLC June 29,2016 Designer GF Shea 8:03 PM • Job Number : 16-016-Pacific Rim Academy Girder at Grid 6 Checked By: 41111 • Joint Loads and Enforced Displacements (BLC 2 : LL) Joint Label L,D,M Direction Magnitude[(k.k ft)(in.rad)(k*s^2/ft k... • 1 N1 L Y I -1.44 • 2 N2 L Y -1.44 • • Member Distributed Loads Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] No Data to Print... —j • Member Point Loads (BLC 1 : DL) • Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 Y -1.053 6.4 • 2 M1 Y -1.053 12.8 • 3 M1 Y -1.053 19.2 • Member Point Loads (BLC 2 : LL) • Member Label Direction Magnitude[k.k-ft] Location[ft.%1 1 M1 Y -2.88 6.4 • 2 M1 Y -2.88 12.8 • 3 M1 Y 1 -2.88 19.2 • Load Combinations Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor • 1 DL + LL Yes 1 1 2 1 2 LL Yes 2 1 Joint Reactions LC Joint Label X[k] Y[k] Z[k] MX[k=ft1 MY[k—ft] MZ[k-ft] • No Data to Print... • • Member Section Forces LC Member Label Sec Axiall y Shear[k] z Shear[k] Torque[k-ftl v-v Mo... z-z Mo... No Data to Print ... • Joint Deflections • LC Joint Label X[in] Y[in] Z[in] X Rotation[r...Y Rotation[r... Z Rotation[rad] No Data to Print ... • • • • • • • • • RISA-3D Version 10.0.1 [C:\...\...\...\2016\16-016 Pacific Rim Academy\Structural\Girder @ grid 6.r3d] Page 7 • • pi I Project: FAGtftG p.41,4 fr. psvier-1Y Project No.: ito-oily III Date: GI Hi°IT 1& • Subject rt.49 M114C1 By: lo.f.&E A • eleven engineering&design Ik Page: 411 _ • t7E {C4lu c}ttSTN +c> P • E'AscN = i 2` *- • 724e>. t"l;tv = 1400 0 wi, = trbt= C t.3v' 20 • NI. : C t. = vZ we • 0-7 ioz. • • M . a-nC12V/e7 = is • V : a? Ct-z iz = S22 ` • ,A L tax = 1.216.12 /17-0 = 0.2.0 u pr rbc = t2` (1-)-Vie;(;) = 0.3o " • iac ut t . PF--L. t ta-o. t Cad • Ft:. - 1,90o f1.1 r-b` toAoCt.t Z(t.tv,") z {zto5 psi • =y = i © 5 L.:- = 1,100t 000 • -aay. tc *' (t7 /i.2. { = 1.4*VD w 3 • — A izeisiv. _ 5- 4 Ct,s /te'o = 4.' tK Z 5 it. ttx o. = 5(40 t ')( VW)407 = at.9 04 mi 3Sk t '1oo {000,) ( 0.2.o �•� • L 2 Lo @ 10" - A.-_me tu 2 S = Wit•4' 14.3 L = attb.1 t11 - • (1)Sa. SU-AP N L u S 210 ititta.3(06-va.S] • VoU taco cam. = t30 • • • • S 5 • • • • • • • II Contact Information: I www.11-ED.com • • Project: P91/444F 1 C- R-.F' Prof 1- f,' Project No.: i(i-Otto • t sf.7C7t 1t€P#-4 Date: 24 "PR-Ko • tj. Subject t70012. EiE "12 46E11,01 By: t • eleven engineering.s design ik Page: • _. • St lifervEiz I, pa trot tpoog c rt c • r:,c- yrs = (to* • CATER- To C.41/4.4 t pa- OF t to_.2S • • • • , �� Jr-frez.sofrivt, BM.wT • = i4 = 33?' , + 24 ' 31c, • 2s e 004 #/ I,=35 = 44M 4�h_ • `71 #64gtc, . • • M = �t w.25��1� = 2(v��tat • V _ (5 ( 10.25)/2. Got422. # • AcssV ME t7F-i. t 1-tv. ( focze.pe. MS s STS r s • Fv = t?o Fac • F4s ('z • I.lpoo,OOo • 2 • P. Zet.D. v• 24"Mot kt Ct a /I 2.. 2e>t› trt3 LLQ _- {(0. / Nay = U -ti- fear ,S �Z- MPs?c 24-0 ^ t t ,, s+7' • .a.peatt, (* ) * 25)4 Ct 7 ie6 6/0 this • 3e4 Ct ood)C.S"> (tw.z.5) (97,$) �.m • - 10( 40 tu' 3eM- (tit000‘000 (r1g • • UZ�c h?cIto USL I) 22kto 1121MMEP lx-Ibty 2 • /6,. 415.2 1121 I..644244C, PST. �a-.' H� ' • �r 27-0 tai 4072 (Z)(itV`) • 7r 1/07 u44 = total • dg- VSE- 4 >c 141- mat:, M = 711,9)V-74 V, (2 D '# T= 1281 • • Contact Information: I www.11-ED.com • • 0 Project: RVArte, R-4M f 4 -fl' Project No.: Ufa—otfa • Aftic"Pt os`t Date: 2E7--14-1 Re • Subject: FLoot2 F tt�t1 By: &.-F.SJ-t£A% • eleven enwneering&des; tic "' tZ 4411 Pit' &RtI 1. Page: • • P0=.4-J = `-1„ (1%-(0" Gt---t,'1= ,4.s.r 1-t t 3" t3E t %t.s to , eta} • t-iIt9R of : 0 t7t- IP PsF (21,410/(2 ) = 147 *A • LL 2o PSF ( 2 .oto/z) 7 29,S • • L,o w R.00r , Cit. s t Psf ( 2'l2 t #*t; • (L1. 20 Ps (2.77) - 'L© #Y. WPL - Mlr9141" fraftvS. 22'44* wiz 's VZ }'F C1,44•. '1 171-art • P (rsa'teat- r = '22. 4''* A Stat-4E. &L. 1(ax 1Fa" • PT, t..41)<P SotM R- • FI, s t(%• ( ' 4' )( tit/2. ) X34• ' 5 pt~ o Wit•' ( c0,1-.)( t t.`f 2 > r. t-t to o • 2 a • • ,to 4024' .2,7 ci` c.- s (474- t -t. t74 -t- 22 = t�.-' • w wixt. = 215 + 2a = 3t 4tY, • IovIcv • RI Rs. • U . lox 12 OF-L tito l C -1.'420 al k-Pse-e- 1...0w &i.-u LP 'l tom? eAs154.4 • c•'e t41\ f'cNPrt..` 5t S " 2'4° rt.ta, F+ c -vR10 4 * S R 1 _ 262 V • 22 = 442a ' • • • • • • • • • ,....._l • • • Contact Information: I www.11-ED.co. 0 • Project: clt pe.,• pct~tY Project No.: t Go-ot b fi t�tTtvN Date: 2t <10t.1 1,t4, • Subject: r-0.11-3DATi D tit S By: &.F. E\ - eleven engineering s design Ik Page: • F'ooTtt.S& &t:a-1 t> G > Twp t &42-11:>r=, 5 • Al e*k pct2 wAt t, t.-0#647 FV-Of-1 PL. t t- G a. C t 2.,: A) _ 3z0 ' • 111 we 9.ow (NPu- (4N7 8 ' Cs,( 0-7,}(. 5,toe = 25s fl v4P4A, tNr. 12- 22.1c )(c td1.) - t,21 t .off t—CI 2"a FLoa p.. • t ct2 Lem — 3'1 o+ 2c + 3fo '37 3`7 * e,0 t ©,to (.371) 221-2. • l t C. _}VAR-Tun a 1"4 N1tifkkt I " 3e> t 4ti 1' I a2`p, (2.E. t�.T t'CO t - T = U3114-e7 Ct. t I`11(0 4 ' Pt 4.33 3 p ( 1o4-/. 5.6 9S5,4* —l30)O<t. = l t Pz 2 t Q72t - (o1 ) t oq 3 Ir t<$' �' 3<'�3 3+33< 3.83` 3 • • 111 • • • - Contact Information: ( www.11-ED.com • S • "FOOTINGS.xls" Program I, Version 3.4 • 4111 RECTANGULAR SPREAD FOOTING ANALYSIS For Assumed Rigid Footing with from 1 To 8 Piers(Load Points; - Subjected to Uniaxial or Biaxial Eccentricity • Job Name: Pacific Rim Academy Subject: Grid C-2 story shear wall Job Number: 16-016 Originator: G.F. Shea I Checker: 411 Input Data: • +Pz • Footing Data: ---~+My • Footing Length, L= 12.330 ft. +Hx Footing Width, B= 3 500 ft. Q �� A Footing Thickness,T= 1.750 ft. : 4111 Concrete Unit Wt. Y c= 0:150..,..,kcf h Soil Depth, D= 0 000 ft � � D SSoil Unit Wt.,ys= 0 110kcf r. ��ti . , X • Pass. Press. Coef., Kp= 0.000 ` �'It �� r'�� T Coef. of Base Friction, µ= 0.250 *\ . - Zoe r 1 Uniform Surcharge, Q= 0.000 ksf 4111 Pier/Loading Data: ... . . . . . . . . . . ::•;L::,•:: . . . . . . . . . . . .. • Number of Piers= 2 • Nomenclature • Pier#1 Pier#2 Xp(ft.)= -1.000 0 000 Yp(ft.) 0.000 W • Lpx(ft.)= 0.000 Lpy(ft.)= �n 000 • h(ft.)= 0.000 Pz(k) 1 09 .: . . -1.15 �. e �, Hx(k)= 2,41 • Hy(k) 0.00 MX(ft-k) 0.00 • My(ft-k)= 41.96 • -Y • - S S in - III yG�+, X - ID al • _ in FOOTING PLAN • (continued) - ID 1 of 2 6/29/2016 8:00 PM so as • • "FOOTINGS.xls" Program Version 3.4 IIII 0 Results: Nomenclature for Biaxial Eccentricity: III • Total Resultant Load and Eccentricities: Case 1: For 3 Corners in Bearing EPz= -13.57 kips (Dist.x> L and Dist.y> B) 0 ex= 3 32 ft.(>u6) Dist.x ey 0.00 < >I Pmax 1Brg. Ly A I. Overturning Check: - EMrx= N.A. ft-kips EMox= N.A. ft-kips - FS(ot)x= N.A._.s.� / Dist.y EMry= 84 76 ft-kips Line of zero ill EMoy= 46.18 ft-kips pressure 1<Brg. Lx> - FS(ot)y= 1.835(>=1.5) III Sliding Check: Case 2: For 2 Corners in Bearing v III Pass(x)= 0.00 kips (Dist.x>L and Dist.y<=B) Frict(x)= 3 39 kips Dist.x . FS(slid)x 1.407 (<1.5) r_ )1 Pmax Passive(y) 0.o0 kips __ $ Brg.Ly1 A • Frict(y)= 3.39 kips II FS(slid)y= N.A. Dist.y Brg. Ly2 ID Uplift Check: - EPz(down)_ -13.57 kips Line of zero EPz(uplift) _-0.06 kips pressure v III FS(uplift)= N.A. II Bearing Length and% Bearing Area: Case 3: For 2 Corners in Bearing . Dist.x= N.A. ft. (Dist.x<=L and Dist.y> B) Dist. y= N.A. ft. Dist.x 0 Brg. Lx= 8.535 ft. Bra. Lx2 >I Pmax A - Brg. Ly= 3.500 ft. %Brg.Area= 69.22 Bio III Biaxial Case= N.A. • Gross Soil Bearing Corner Pressures: Dist.y • P1 = 0.909 ksf Line of zero P2= 0.909 ksf pressure Brg. Lx1 - P3= 0.0 > _00 ksf I` s i elP4= 0.000 ksf Case 4: For 1 Corner in Bearing - (Dist.x<= L and Dist.y<=B) - P3=0 k P2=0.909 ksf Dist.x Brq. Lx >1 Pmax 441D4 w P4=0 ksf L P1=0.909 ksf CORNER PRESSURES Dist.y - Brg. Ly Maximum Net Soil Pressure: Line of zero . Pmax(net)= Pmax •ross-(D+T)*ys pressure v - Pmax(net)= 0.716 ksf • • • 11. 2 of 2 6/29/2016 8:00 PM 0 • S • • Project: QA ciret G. F-11%4 Pt1cS:pt '4Y Project No.: Ito-o t(o • A #4219 t Tt of l Date: 2 t ,W is Ito N • Subject: r-otJ ic7P%.n ot• ' By: G.-F. eleven engineering&design ik • Page: • - • Foo't't tit CA 'C &CLtc:7 C:. • fzeroF 15 P (2'1.4(a12 4" E ) 2S.5(F2,/2 • = .- X254 *t. • • 12-aar 1-L. = 2a c' ' {tS.'j-a) • 33e) • good $M = X24` ( t3.-71t = 435 41 12.~7- 3f T • t G s (matt = e,ips.F (t .(o2. `)(2s `2 + 7.s'l2) fit fte lY wit, t2 Psi l.5' G ttv,541 '21 21D PLR. IX-= te, ISF(1 )C2 ) I # • 2140 rE42. {t.;ts r4#r ` -74 5 2"° L ( 1133(t2.1 420•• EQ (0s- - Lo� 2Coir • t t. . fpKE-S. R-G. = (.960 {s — t&C l;'7 ) = t 237, F MSN t�- b2D. = 22 &z-4o /123" f = t 3 ' • x `{-. 2£'7 • US . 4- " 21 • Vit/JP VPGt FT q— • 'to$ f =-23.11 psf- • 2 = _ ,to Fs.F 2 ovoz4acv = 3 -,-1 • 3 = -2gtto psF • • 3 7 s'C n 4- • M r; '2 7 14.7 (s")-(- ((2.19j_3Y& =1-41-.(' 4- 2 . • 1„s 4 pct , -5) 021-79 - Ct.-73 (9.11 {t 4.6 •F' • • QvP = 34:-T7 to ft. '(73,to sf)4- 23,1 E i t` $s.r • = (.7' e, 4- 2-o ,g -;- 2,'z22. Case,b • d,Ev Pry - SSS. i • F O. . R- tr?t,t FT -_ �S • M t u f=-TCC. {WsT r • CIU, X6 -- .r�2E = • }� st►h-tom : { x -,�' x 2 t - wT, = ' -,St.(�-25��t i' = . 1<e) &Me- Contact Information: www.11-ED.com • • 0 Project: QptGtF(G 1241"%1 , 1c -r(4-4 I Project No.: t to—01, 411t%' 21-rt 0/4Date: 2to�ioil tto • Subject: Wtilt 'T10 By l7,�=� • eleven engineering A design 11c Page: • • roupPle-mot.1 AcT" S4 c R (&044.... "-- C../17-417, 40 : • tsar la. = 11 5 • wpm.- ix- = I egos} ' 4" 1400 4 = 32.411 • Soe' + x ©.(o = 3ac)41 • til cameo = 3 • v-sT. t g2� ' _Tb s -tL2I - &- 344061.'1V,2. , t5,4'12.4 • 1~& trrt: t c' = t ,012 - '3ogso . t 21 o4 2. • (N04-t- t trueiTIA = 12 ( 7 ' • wtc7est t>. = (:2,04-2 /CCISio Xt2.11'1)Xt '-!s`.) 7 3.'7'11 ' • • IF FFoTtr-T(9 c1 -k•ac>S t• t 'ouD fN , L n 'TSE 640. r t2t64-2/C tS0C(33o1tr1-15`}2 r3 - ` use. ' (0*. - Mtt-a. • G --c..te 'ung.- tokilA=ivt -" 4Tm r *co+.t6 t 41 4- 3 4 CI.10 = Wo t `{t A- 14003 = to2, c `I • tit - #(12. 1.-7'? 4- t54 ' C tS.&7XC3.Q Cc:- (1 . - 112) ill {e�5si. 4- a Q7' - = t6�'t4- z+t • F.0.s . - I c4-, 41=2. 1(o21464- t, +a7 ac.. • ?1 644 i 4'02 -- (a2 t4614-VC. •1=: 23,6;.--1--512'2 issue'I r 7. ' • P,.,,.% = 2C (3,(0c't *)/C 3(2. ( .5)3 = tt0 rzr • • t 0,uc9t r. #x. ,, F = 3s'(l' S')(r4.4"_', / ')( . Waal - t. 3 lki.2 • - 4C,4 = bite i • -Ria-'Etf. titr F = t3,(c7 (1.:7S‘)(.t4'f')C.40ot6) = Co.2-0 tis" • t* . (it) * ce = tat(044') _ ‘o.t4 (u2' 0 (1. et0 f i. tf..2" tr zt./ fit, tt.zer d.o • • • • • Contact Information: I www.11-ED.com • • Project: j'pcF(Ci CZ.d Project No.: Uo-Ot to • /1/49211-1 c) Date: 2£,cit tC • Subject: Fou tuc -r'c�fi t5 By: (5.�.S}}€ eleven engineering&design lk • G�Tt'St LS FST eizip `{' Page: • • ��i tti►Pd-l- "� • U`tr• t L. tot 4S4- s 47 8 C s i)/9,2, e47 44- • .k � • R.04f (PJ to P+F �, t3.5'�- "i.3j2)(*a`ta) 2'73" # WAk, (NT ., t•o t c( t3sr:C('Zo.s.•) k (LO c-;,--:-62.-1S)(14 /2),3c3t',O • R psF = te01 • bL = ZZ3'1 -t- 3 tic •- c&01 To-14 ` x 6.(a I. a0 • Fr&. t at`_P. 20i 4(004 (4e,124 • pap. von. t #1(5,o.per z lao, GA-FT. • F Tc0. P S1114 ! t.Z C to ?kap t-tooPa -Pos,.s u /144-010 8, Sous) t' tpTH = 3.S L panto. 11:1 • PR-0tltD� 3. Wttie. Go• i�sli. . I • • • • • • • • • • • • • • • • • •— • • • Contact information: I www.11-ED.com • 111 . pi Project: PGi F G tz tM f`�F<C:`aM-`� Project No.: !to -Otto PcpW f't t o�.t Date: 2e, PFR.- tto� Subject: - FP Tf Od-.1 S / G 7 By: &,F.S.,F} A w eleven engineering&design!k WL4. @ ��t PQ i f (J Ape k dj Page: • • VsPst-t.- t.-al-.sciTTl _ , 440 s t tP t,L. HEIc ttT = ' 2't- 5` • V At,c- wT: = 21 psf x 24. = _ t4 • o ROOF SC.., _ 20 FC0Fx i t = 20 12 2 .41' rt-oot2. ' ' T _ !f7 Ps.F x t 2'l 2. 2 Lob #/� • 2*10 Ft-oo t - Li- _ ( 1•2'/2.-\ = *o • • NA/s)K M . FooTt DC7 Lop- , L. DL. f. ...) = ci ca2. 't'i a. r y a .mo Tl 6.44c-a - E v E cc II G - t.4/NT? t 17t.- ÷ EZZ • c n.4 .. 2.a.222 4P y= 341e7 7L = Lit 4 -4- C.0)( t 0 ' ) 5240 # tzocf et•-star>(kr S't'tttR) - C5t4 +to+ LOS)( 2ot) 12, io4.0 # ( Pear 4- 2."'4 12toko ,.' i • to la • P. • A s.Sfu H EA:, 'it t.s c, Gs (.2." C' lb LTM S2t22z * 4" 31a9.E%"*(it) ; ta2o • Rt'tA. lzteo.to(10 . (zc ) + t (t` )( 2t.)(32'12)(it ) l t220t4o0 -f. (3( 000 -t- 71'tedo = 334tzoo , 0 { = 1.240¢0 4- 52.4.0 4- 4600 22(o a "3-e' ----e• ( 31',200— Scvt,I 2o)f 22 t toe,o = 12 .271 (0.1 t- up t.t,8. {/a,,) • [2ts-4"x E.462-) — (o C. 2427)j(22 / , f'') = (204 p < leo jx-.!' c ..- 111) • Vie, = 5240(7) -E' 12, (22 + 48t (lie) al III 3tot tO o - - 27 P t o jo -t- Zbt&x -— 39 t ,500 4' • ?(vp ( mitt-oo -- ,c120,)/22,(4eo = 14.6o1 • p f--1,A2C `^ : C 4(3 > — to(Citta)3 (2 2 l oac7 22) z bfee, eV • Tt c -v o st' '.- room,* tS ovits- ' IIII 111 Contact Information: I www.11-ED.com- • • • Project: QPcC4I t4- RTh4 Avesoc f-DIY Project No.: 1!0— (o • I pDt7tT1 of-4 Date: 2$ • a� Subject: amu- i'Utxa By: &I F .5- eleven engineering a'design-1k • Page: •• • t t z sru P‘ T T 2. 60) • e-rub �T- 2-t•5' + t ' T • ROF. fix- s 1� 1sf4t • SSS. t4 C9 pse75A . 1 SS SITS poSE S'aOV U D) • PooF .- 24 L 3o.4i0 jZ)(Z�= &so I • t ocob 4t • tt.' (-40,c) ). C t `� = �{-a,P.7 + C. - `tom w,1c,t, `Victo • wttt vrc-c l" X0.3 i -6.,4r z}-t- )C3i'S • L &po c• e. _ ti. • P ° t • V 5 Ars:7 ( 1.33` = (0.1 4P/ C.tmt AL goat-a "vR) • M z 7 'w' �rib 404 = t,atvty* ('b" to39b 414i I L 244 its • Art .. VF-1... I ?.oto • _ . = .0).2 i�cz • = t 5C5.5)2/0 7.5 2 tt,43 • I= tc�C3/12 = 20. (N4 • �R- Pr-L t 140. • 2'{et Aist‘/-1.roceth 3 = 14137 fZi ft? = t000{fit Ct.3*)(t.t5j = 1495 • .i"4. = 000 ' l e.25 tt�Z T t 2q i • • t co = tic. wt. • t?Jj 461 fJ*-44 t/4 = 24. • M, 14 t to 41 - (414t41-2.# ri • Me = it-S-1 4#Ccs" _ _ 2.7' *" • • C4:7 2404 'fit �b = !coo = 2312 ; • os Nth To 2xe). vtz. .0tes--Y t tJ -tom • • Contact Information: www.11-ED.com • • Di Project: t PrGi tc.. P-0.1 fr p c r-1 Y Project No.: 1( -01(c> • A.Q2tTt oN__ Date: to MP•Y tto • 4 Subject: Wit.I,. 1'v 1%) By: (v.F. 5,frisA • eleven en.ineen a desi.n ik - Page: i •rtios tazr srP lP. („c. tt mac) • • A1C tl5tkfo Y R Pti-STvC> 1•7 ZAno • L Va." x 5it-2. • M P‘woc,s = 1,0 '� A 'i' = I I � 66 ` '` i • I = 2A 1 ' (f$ ( a - • Ft:, = :2"12© Mt iuw �- cas. Cr 4 'G c - (t-2-/5.5)6"9) 1.01 • 1 F4. = ' o F v - '2.6 ; • E = t 1100 L000 101.1 • • • • • • • • • • • • • • • • • • • • • • • • • • • Contact Information: I www.1 1-ED.coill • • • Project: Pescii G fZ4M f"czPd:" MY Project No.: 1to—Dila • F�Vv t Tt Date: 26k ito • Subject: By: (9.F.SfiEN eleven engineering a design lk • Page: •—. • 1I4' b L6 PT Wtntoo W tuu wt oW7 • trtiti LOM7 50-7 9. = It ti • 44"0-‘• Or. GC.R-s*.e- Ft42. My WA 414 • t49#47,Frks-r . = eto • • Pt_`C L0t4 To V:6-1-1 In rpt.{, tfoicetk-r I, • SYut, cod-s`T t rttav • Tor t'l:P cam. sr064.1 = 2ta' • • > = 301 411 • • - Miii +x ct©o4f`' 2(0)zl$]CosO) 72co7 4t` • _ too*A3.4022. C(0)(..2b)/ = 144 1317 40 • = too #14 (2.(0)7-(e. = • • 3401 # C) _ Iz- I oz • ew-ta tog ( t3`) - I( 3.4oz z) - 3cot (5.to2s (i.$) -- .1(3.(its. C,2.$) • (-t a7 a -- (o et- - t fI 3 - 31212 117 e1 i o+-4 = M • • Wt ena t. olFKa IzaW--uP t 2- • IN _ 30.1 t2sf (te A24-1`) 2 (0 WI • m= 2400 We ( 14 )1/6 'a +FSt'"j 4%1 gq-C ip = (050 C12>/C1000(610)3 "Tam.043 • V t ,b 4/L t 1.4-)/2. = 10( 2 #- A vizip = [tin(6*-1/C(go C(.4) _ .7 44Z • • • • • • • Contact Information: www.11-ED.com • • 0 Project: CaPcC.t f-t c. (at test f'c Project No.: i(0Di 4e) • BJP t'T't ot.4 Date: o4 AcPiz. (ta• Subject: West 1. f t"i i',so P�3 �'Iaoi'e1zTy L3 . By: &• . Li IEN • eleven engineering&design!k Page: • __ r Roo M0 VI LOAt"a = 2.0 F. (MIN L ) • Roo f' t 2 t7 GDP4 _ 1 t'--- {'‘r - ( &t72) = Cr,F>Z.S #t. - (2) (.-AY 2. cf7" c i s.s = 5.F, - Vz' Pt...-Twoo ' = f • 2hty t Ir'o " 2.1' • IN ut.../1/4-rt 01.1 = I,D - C2) LP.Y -s E, &P 34,-:). S.CO • ifo.ez. fv.r. - fiF, - Gr+Mt T t p•rt-tt+.J( . .o • t9.S {' Zo • w t. . trx . -- zo t; F Cio`) '3 Zoo# TOW.. LOPO To - ooTt-Cf foib -P zoo .... g,e -- wcot€-F l to t 4Vt A two ) z . (`' 0. f7`' • • G: GK F (P(.4 FT' ; fli co - 4e : (4: 17. 4- -') • V MO t-cfl& qtr tl' •7.1. 4- rr `r TG • Urtf-1": m, t = '2l.54sf • 2 = ..5 psi Pc vet 0 3 e 41.1 faSer_ W.01 V 1 19r -f & • i.lup = 1-1.5(. /Z.) .t. (3a - . ).{ *)(a) • 4t' + (.01 .gip, *1,4 ) ct = 2i.3 j • w0 , 0,00 (ls)( 'v rico ' 4. .to(. )Ct.P) = 1204+ - mor urul^r = 215 ' I,/Co 120 = - SA ( o c t,PufT) • tet?Ct.t,) -t-Vo -12-0 = (44- #/ (Fos -_t•5 R. t tiur--C) - w,9 '®. = i*/c = -`oto` - GI V.2‘.. • f'F-oVtpt~ Z'R4- Powt.1 •r-voTif-4.C. Nottt..t. t'.6-t{ • • • , . t2.Y . • i2" • Contact Information: I www.11-ED.co. • • • Project: PPrc4Ftli WM ft C- i4M Project No.: tb-oil Date: 24 tSv Subject: ><t.p4.411r.4 C./ By: CO. ekv..n eng:n.er;n9 iesIgn tic • Page: • itNU t. o • p 2 . t • TT, avtt..S c Zo = 2(0. 1 p.s.F 'TYt' • cn • • TvD { (aKT P4.1 • sty P sepeAt-sc {cd" {,3 • w = - .� Ct.3 � _ 41 " = Cott®} = 2 :40r� i Mt s 41 (SO) �6 = 5l3 4P1 = Stat °.b) = 30e?4rt VU = 4t \/ _ Sa (o.1,0) tz3 • • Ass.ofrA07STS p 2 CF-i. I oflzAt;ir. b @ {to • F�, " lad '� ,` 7ooCt.t (t.3)(t.(o) - 1407¢ • Fv ( P G - CF c� • t,4 of oao • Fe-. =' Goz • f t s 4 E=1 • • {t-iz' \41z 20�44- ts4. 7 3 . v Psi i ,C St 3 �t 2�f 7•'�ta ttz ^ - d _ S' (41 CIo)4Ctl�8 ;,z`' t✓/31�t • 384-C1�400taao)k 00) • • hoc. GoMpt s�tyE4 (AK? (t -o'){fit' C t L33`)(7`l`f 2.) = bra b • P kst.A.4 = 21 ' CSias wo to ) • • t • • • • • • • • • Contact Information: www.11-ED.com • • • / Project: Pacific Rim Academy Project No.: 16-061 • 4 Tigard, OR Date: 21-Jun-16 • OSubject: Wood Stud Capacity with and without Wind Load By: G.F. Shea A1-Story wall -Grid A Page: • eleven engineering&design 1k III This worksheet determines the capacity of a wood stud in compression, bending and combined compression and bending ID References: 2012 NDS II • All cells highlighted in yellow require input. - Size 2x6 111 t= 1.5 in actual thickness of member • d = 5.5 in actual depth of member S • h = 13 ft height of stud It= 0.50 ft unbraced length for t !tit= 4 = It • 12/t III Id = 13 ft unbraced length for d Idid = 28.364 = h • 12/ d ID lid= 28.364 = max(t18:v19) • Material DF-Larch Grade: No 2 • Fb = 900 psi • Ft= 575 psi Note: Construction grade only applies to d = <4; CF =1.0 F„= 180 psi Stud grade only applies to d =< 6; CF =1.0 for d=6 411 Fc-perp = 625 psi For d<6 CF = 1.1 for Fb, Ft; 1.05 for Fc II Fc= 1350 psi For No. 2 and No. 1 adjustment factors see adjacent page • E = 1600000 psi • Emin = 580000 psi ID P = , 1840 lbs total load on stud S Pp= 1060 lbs dead load on stud PL= 780 lbs = P -Pi live load on stud 0 • CD = 1.15 load duration factor • CM= 1.00 wet service factor Ct= 1.00 temperature factor • CF= 100: form factor • Ci= 1.00 incising factor • • Emir), = 580000 psi Fe,= 1553 psi • FcE = 593 psi = 0.822Emin. / (I I d)2 • • CP= 0.345 • Fd = 536 psi = FeCp III Pa = 4423 lbs = Fetd Allowable load on stud in pure compression 411 Ok • fc= 223 psi = P / (td) Actual compressive stress • • • 503.762.6274 I greg.shea@11-ed.com 1 www.11-ED.com Pagel S • .--- DI 1 Project: Pacific Rim Academy Project No.: 16-061 - Tigard, OR Date: 21-Jun-16 MPSubject: Wood Stud Capacity with and without Wind Load By: G.F. Shea - 1-Story wall -Grid A Page: eleven engineering&design 1k - Check for bending: - • pW= 17.34 psf wind load on wall components - s = 16 in stud spacing - w= 23 plf = pw(s / 12) uniform wind load M = 488 lb-ft Moment due to wind • PW= 247 lbs vertical load on stud due to wind on roof - CD= 1.6 Load duration factor for wind - Cr= 1.15 Repetitive member factor • Ply = 1656 psi = FbCDCr Adjusted allowable bending stress 0 S = 7.56 in3 = td2/6 Section Modulus - Ma = 1044 lb-ft = Fb.S / 12 Allowable moment - OK fb= 775 psi = M • 12/ S Actual bending stress 0 • I= 20.80 in4 = td3/ 12 Moment of Inertia of stud - Ob = 0.447 in = 5wh4 • 1728/ (384E1) Deflection due to bending forces - ratio = 349 = h • 12/Ab Deflection as a ratio of the span length • Check for combined bending and compression: - O Note: Load combinations including live load and wind load together allow for factoring the loads by 0.75 - Ecw= 746 psi = (Fe./ CD) • 1.6 Allowable compression stress for load combinations w/wind - • foo = 128 psi = PD/ (td) actual compression stress due to dead load - fc_ = 95 psi = PL/ (td) actual compression stress due to live load - fcw= 30 psi = P,/ (td) actual compression stress due to wind load on roof - LC5 = DL+WL - fcs = 158 psi = to + fcw - U5= 0.684 = (fo5/ Fcw)2 + fb/ (Fbd1 -fc5/ FCEI) - LC6= DL+0.75LL+0.75WL • fc = 222 psi = to + 0.75fcL + 0.75fcw - fbs = 581 psi = fb • 0.75 - Us = 0.649 = (t6/ Fcw)2 + fb6/ (Fb.[1 -fcs/ Fcel) - 'Use 2x6 DF-L No. 2 grade studs at 16"o.c. • • • • • S 503.762.6274 I greg.shea@11-ed.com I www.11-ED.com Pages • • - Project: Pacific Rim Academy Project No.: 16-061 • Tigard, OR Date: 21-Jun-16 Subject: Wood Stud Capacity with and without Wind Load By: G.F. Shea 1-Story wall - Grid A Page: • eleven engineering&design lk • Check for bending: • pW= 17.34 psf wind load on wall components (outward suction) • s= 16 in stud spacing • w= 23 plf = pw(s / 12) uniform wind load • M = 488 lb-ft = wh2/ 8 Moment due to wind PW= -874 lbs vertical load on stud due to wind on roof • • CD = 1.6 Load duration factor for wind • Cr= 1.15 = if(s<= 24 , 1.15 , 1) Repetitive member factor Fb. = 1656 psi = FbCDCr Adjusted allowable bending stress 1111 S = 7.56 in3 = td2/6 Section Modulus 111 Ma = 1044 lb-ft" = Fb,S / 12 Allowable Moment OK = if(Ma>= M , "ok" , "no good") • fb = 775 psi = M • 12/ S Actual bending stress I= 20.80 in4 = td3/ 12 Moment of Inertia of stud • Ab = 0.447 in = 5wh4 • 1728/ (384E1) Deflection due to bending forces • Oratio = 349 = h • 12/Db Deflection as a ratio of the span length • • Check for combined bending and tension: • Note: Load combinations including live load and wind load together allow for factoring the loads by 0.75 al • Ftw= 920 psi = FtCMCtCFC;CD Allowable tension stress for load combinations w/wind 111 fop = 128 psi = Pp / (td) actual compression stress due to dead load 111 fcL = 10 psi = PL/ (14d) actual compression stress due to live load • fow= -106 psi = PW/ (td) actual tension stress due to wind load on roof • LC7 = 0.60DL +WL fv = -29 psi = 0.6fop + fow • U7 = 0.499 = abs(fv)/ Ftw + fb/ Fb, • lUse 2x6 DF-L No. 2 grade studs at 16"o.c. 411 • • • 111 • 11 4111 • 503.762.6274 I greg.shea@11-ed.com I www.11-ED.com Page3