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10-1069 (MULTI-SHADE STRUC - LQ SPORTS COMPLEX) >a ' �� IIIIIIIIIIIIIIIIIIIIIIIII 17 IE REVISED CALCULATIONS FOR: LA QUINTA SPORTS 11'-0 x 22'-0 SHELTER LA QUINTA, CA DATE: NOVEMBER 3, 2010 PREPARED BY: G��StiD ARr^,y��c MASLAN&LICHTY ASSOCIATES KANSAS CITY,MISSOURI No. C23820 CITY OF LA QUANTA EXP. 11.30. BUILDING & SAFETY DEPT. s �Q- .-Civil Engineer FOR CONSTRUCTION Stephen P.Maslan, P.E. 6011 Paseo-Suite 201 Kansas City,Mo.64131 DATE _BY _ PhX816)444-6260 Faxx8%)444-8789 i V J I I LA QUINTA SPORTS 11 '-0 x 22'-0 LA QUINTA, CA SHELTER 0 CAL. BUILDING CODE 90m h WLND VELOCITY EXP. C A36 A DL= 5psf COL, LL= 15psf LOAD COMBINATIONS COMERNG Q DL+LL = 1.210K • .6DL+WL ... DL+ .75LL + .75WL= 1.839K 4-M 12 %9K�E?! NERCLUMNSkp0F PITCI'J LUMN SIZE=Y 7GA 12'-0 HIGH P= 1.839 K Fy=36 KSI KVr= 1 x 12.0' =84.4 Fa= 14.86 KSI (RISC Table C-36) fa= 1.839K = .677ksi<14.86ksi OK Z115sQ; CHECK PROPERTIES OF 5" '7:GA COL. CHECK COLUMN FOR AXIAL LOADING& BENDING l:839K g P1.839'K MOMENT= .419K x 12.0' =5.03 K FT ECE S 46 �a 4 .i fb=5:03K FT x 2 = 19.10KSI r 3,i6au� dQ�� N g `S'E'A •18.5348`�3.4.5.?4� � Fq .6(y�Q� I,00 F�=20.96 F2 677ksi i f + 19.10ksi = .958<1:00 OIC SF_cT1-o N._Moo Lo l.75_.. �-4. 54144 _,,Lott S ScUMN BASE PATE NO COLUMN BASE PLAYE REQUIRED BECAUSE EACH COLUMN IS EMBEDDED WITHIN FooTprG. LA QUINTA SPORTS 11 '-0 x 22'-0 LA QUINTA, CA SMELTER CALCULATE WIND LOADS zr Velocity Pressure q =0.00256(.85)(1.00)(.85)(90mph7(.87) = 13.03psf 13.03psf x1.00(fabric sieve factor) = 13.03psf 13.03psf x 1.67(safety factor)=21.76psf Net Design Pressure P =21.76psf(.85) 1.1 = Zompsf(windward pressure) P = 21.76psf(.85) .1 = 1.&S'psf(leeward pressure) Calculate components of Pw& PL _ _ 20.35psf x.9272= 18.87psf .PW20.35psf x.3746.:--7.62psf �-- '4 1.85psf x .9272 = 1.72psf Ploe 1.85psf x .3746= .69psf —� L I imk A Windward side of roof Vert. Load to each of 2 columns 18.87psf x 11.00'x 5.50' = 1141.6# Horiz. Load to each of 2 columns 7.62psf x 11.00'x 5.50'=461.0# • Leeward side of roof Vert. Load to each of 2 columns I. 1.72psf x 11.00'x 5.50'= 104.1# t Horiz. Load to each of 2 columns 69.psf x 11.00'x 5.50' S FOOTING LA QUINTA SPORTS 11 '-O x 27-0 SMELTER LA QUINTA, CA DEAD LOAD = 302.5 LBS LIVE LOAD = 907.5 LBS TOTAL LOAD = 1210 LBS AREA REQ. _. TOTAL LOAD/ 1500 PSF 0.81 SQ. FT. TRY 1'-8 x V-8 x 3'-0 DEEP FOOTING HEIGHT, H = 3 FT FOOTING = 1'-8 x 1'-8 AREA = 3.24 SQ. FT. > 0.81 SQ. FT OK ACTUAL BEARING = TOTAL LOAD/AREA 373.50 PSF < 15.00 PSF . UP LIFT DEAD LOAD = 302.5 LBS PIER = 150 LB PER,CU. FT X AREA X HEIGHT ^� 1255 . :LBS TOTAL = 1557.50 LBS > '!!41.6 LB OK NO UPLIFT USE 1'-8 x l'-8 x 3' DEEP FTG. J3-#5 EW TOP&BOTTOM SECTION LA QUINTA SPORTS 1.1 '_0 x 22'-0 LA QUINTA, CA SHELTER FOOTING SECTION co �"�r/c EW Su_c-riot4 A-A. c� i 11111111 Jill $ IE ' REVISED CALCULATIONS FOR: LA QUINTA SPORTS 8'-0 x 16-0 SHELTER LA QUINTA, CA DATE: NOVEMBER 3,2010 PREPARED BY: JAMES LICHTY, A.I.A. MASLAN&LICHTY ASSOCIATES �gEp ARcy,�, KANSAS CITY,MISSOURI ' CITY OF LA QUINTA No. C23820 BUILDING & SAFETY DEPT. Civil EnngiEXP. 11.3 . 1 APPROVED Stephen P.Masian, P.E. FOR CONSTRUCTION 8011 Paseo-Suite 201 Kansas City,Mo.64131 Phx816)444-6260 DATE l 10 BY Fax)(816)444-8769 1 , T 1 LA QUINTA SPORTS 8'-0 x 16'-0 SHELTER SAN CLEMENTE, CA 2007 CAL. BUILDING CODE 90mph WIND VELOCITY EXP. C A36 STEEL DL= 5psf LL= 15psf LOAD COMBINATIONS DL+ LL = .640K .6DL+WL = .604K DL+ .75LL+ .75WL= 1.092K CHECK CORNER COLUMNS 4-in 12 COLUMN SIZE=5°07GA 12-0 HIGH ROOF PIT(;! P= 1.092 K Fy= 36 KSI KUr= 1x12.0'x12=84.4 I.lO6�H. Fa= 14.86 KSI (AISC Table C-36) fa = 1.092K = .403ksi<14.86ksi OK 2,'►ISSgJIJ. CHECK COLUMN FOR AXIAL LOADING& BENDING CHECK PROPERTIES OF 5°� 7GA COL 1.092 K P= 1.092-K K r- 52¢ 4-."A41 '? MOMENT= .222K x 12.0' =2.66 K FT _ 46.542fo fb=2.66K FT x 12 = 10.10KSI J 3.1601N,3 r 1.70G1N, 3 r-- fa + fb < 1.00 6C Fe =20.96 In AREA=a�SS_348.�5.2=4.Jo4.1_42) Fa . (_,a_ .403ksi + 10.10ksi = .504<1.00 OK 14.86 ks I Z I,6 1 403ks1 4 (-• za9 5E_ct:J.0_N._M0.out:u5..=.0.98.1...7.5......e-4. 414 - S S N �c • MAD U L 15---3.1 s O'N a. NO COLUMN RASE PLATE REQUJRIM BECAUSE EACH COLUMN IS EMBEDDED Wt l w FOOTM. LA QUINTA SPORTS 8'-0 x 16'-0 SHELTER LA QUI NTA, CA CALCULATE WIND LOADS u- Velocity Pressure q = 0.00256(.85)(1.00)(.85)(90mphf(.87)= 13:030sf 13.03psf x 1.00(fabric sieve factor)= 13.03psf 13.03psf x 1.67(safety factor)=21.76psf Net Design Pressure P =21.76psf(.85) 1.1 = ?.dL35psf(windward pressure) P = 21.76psf(.85) .1 = 1:85psf(leeward pressure) Calculate components of Pw& PL R20.35psf x .9272= 18.87psf W �h 20.35psf x.3746=7.62psf 4-- 1.85psf x ..9272 = 1.72psf L 1.85psf x .3746= .69psf -� 2� f Windward side of roof Vert. Load to each of 2 columns 18.87psf x 4.00'x 8.00' =603.8# Horiz. Load to each of 2 columns 7.62psf x 4.00'x 8.00' =243.8# �--- Leeward side of roof Vert: Load to each of 2 columns I 1.72psf x 4.00'x 8.00'=55.0#, + Horiz. Load to each of 2 columns .69psf x 4.b0'x 8.00' =22.1# --� 1 FOOTING LA QUINTA SPORTS 8'-0 x 16-0 LA QUINTA, CA SHELTER DEAD LOAD = 160 LBS LIVE LOAD = 480 LBS TOTAL LOAD = 640 LBS AREA REQ. = TOTAL LOAD/ 1500 PSF 0A-3SQ. FT. TRY 1'-6 x 1'-6 x 3'-0 DEEP FOOTING HEIGHT, H = 3 FT FOOTING = 1'-6 x 1'-6 AREA = 2.25 SQ. FT. > 0.43 SQ. FT OK ACTUAL BEARING = TOTAL LOAD/AREA 284.90 PSF < }S00 PSF OK CHECK UP LIFT DEAD LOAD = 160 LBS PIER = 150 LB PER CU. FT X AREA X HEIGHT 1012.5 .LBS TOTAL = 1172.50 LBS > -60ULB OK NO UPLIFT USE 1'-6 x 1'-6 x 3' DEEP FTG. /2-#5 EW TOP&BOTTOM SECTION LA QUINTA SPORTS 8'-0 x 16'-0 SMELTER LA Q U I N TA, CA FOOTING SECTION Z S x-IZIP �2"mac E SECTio�t A-A c� r T I I�III�I IIT II��IIII I��I 19 ---- IE REVISED CALCULATIONS FOR: LA QUINTA SPORTS 15'-0 x 15'-0 SHELTER USED ARG,y/ LA QUINTA, CA A. CicyFC� No. C23620 EXP. 11.30.11 DATE: NOVEMBER 3, 2010 FOF CAUF�� PREPARED BY: �coED AR%0 A. _. ... _ . -JAMES-L-ICHTY;-A-.I:A: No. C23820 MASLAN&LICHTY ASSOCIATES EXP. 1 30 1 KANSAS CITY, MISSOURI CITY OF LA QOINTA F CAI. BUILDING & SAFETY DEPT. -Civil Engineer Stephen P.Maslan, P.E. FOR CONSTRUCTION 8011 Paseo-Suite 201 Kansas.City, Mo.64131 Phx816)444-6260 DATE 1 L I.*l BY FaxN816)444769 LA QUINTA SPORTS 15-0 x 15-0 SHELTER LA QUI NTA, CA 2007 CAL. BUILDING CODE 90mph WIND VELOCITY EXP C A36 STEEL ----------------- 18 O 5'�i GA DL= 5psf LL= 15psf LOAD COMBINATIONS G DL+ LL = 1.125K D .6DL+WL = 1.230K —'. DL+ .75LL+ .75WL= 1.710K CHECK CORNER COLUMNS 4-In 12 COLUMN SIZE = 5"0 7GA 12'-0 HIGH .ROOF PITCH P= 1.710 K Fy= 36 KSI KI/r= 1 x 12.0'X 12 =84.4 1.'106 l N. Fa = 14.86 KSI (AISC Table C-36) fa= 1.710K = .631 ksi<14.86ksi OK 2,1152,1I5 q i . CHECK COLUMN FOR AXIAL LOADING & BENDING CHECK PROPERTIES OF 5"o 7GA COL. 1.7 OK 710 -...---..__..... .P.= 1.7.1-O..K . .. . 52+ 4.611`14 2 39 r MOMENT= .390K x 12.0'=4.68 K FT . Ox 4 fb=4.86K FT x 12 = 17.77KSI 3.1601N3 r � I.T061 til. 4 AR-A_' .8.5 fa + fb y< (.00Ft:z 20.q6 ,8.5348 .3.4574 FQ �� I- A.Rz-A==-_Z,7.1.54 sQ, LN... .631 ksi + 17.77ksi = .890<1.00 OK SF.CIo.N._Moo'ULU.5=.098175 'S4-4. 04144 r4.86I�I ZI.(s�_�631�s1 S 20.46 " S S E-C'C_IA-tsl—MQD U LQS 3.._L-G—01N3 N BASE'PU11� NO COLUMN BASE PLATE REQuatm BECAUSE EACH COLUMN IS EMBED DED VVITWN FOOTING. LA QUINTA SPORTS 16-0 x 16.0 SHELTER LA QUI NTA, CA CALCULATE WIND LOADS ze Velocity Pressure q =0.00256(.85)(1.00)(.85)(90mph�(.87) = 13.03psf 13.03psf x 1.00(fabric sieve factor) =13.03psf 13.03psf x 1.67(safety factor)=21.76psf Net Design Pressure P =21.76psf(.85) 1.1 = Z4D.35psf(windward pressure) P = 21.76psf(.85) .1 = : .1.85psf(leeward pressure) Calculate components of Pw& PL 20.35psf x .9272= 18.87psf ..............._..-.._20.35psf x ..3746='7. Psf �--- 0 1.85psf x.9272= 1.72psf T 1.85psf x .3746= .69psf -, Z� Windward side of roof Vert.-Load to each of 2 columns 18.87psf x 7.50'x 7.50' = 1061.4# Horiz. Load to each of 2 columns _._._.___...... ._....._7.62psf-x_7_..5.0_xJ_5.0'=_428..6#4-..._... ----------.....___._.... ........ Leeward side of roof ... ..... ._____..__....._..._._._._.._. Vert. Load to each of 2 columns 1.72psf x 7.50'x 7.50' = 96.8# Horiz. Load to each of 2 columns .69psf x 7.50'x 7.50' = 38.8# =T FOOTING LA QUINTA SPORTS LA QUI NTA, CA DEAD LOAD = 281.3 LBS LIVE LOAD = 843.7 LBS TOTAL LOAD = 1125 LBS AREA REQ. = TOTAL LOAD/ 1500 PSF 0.1S SQ. FT. TRY 1'-6 x 1'-6 x T-0 DEEP FOOTING HEIGHT, H = 3 FT FOOTING = 1'-6 x 1'-6 AREA = 2.25 SQ. FT. > 0.75 SQ. FT OK ACTUAL BEARING = TOTAL LOAD/AREA = 500.0 PPSF < 11600 PSF OK CHECK UP LIFT DEAD LOAD = .281.3 LBS FOOTING = 150 LB PER CU. FT X AREA X HEIGHT 1012.30 LBS TOTAL = 1293.60 LBS > FOIri:.4 LB OK NO UPLIFT USE 1'-6 x 1'-6 x 3' DEEP /2-#5 EW TOP& BOTTOM yi SECTION LA QUINTA SPORTS 15'-0 x 15'-0 LA Q U1 NTA, CA SHELTER FOOTING SECTION 3" cTYP.) 12 _ F W Toy* aT, SF_c-rl0N A-A r i r 111111111111111111111111120 �E J REVISED CALCULATIONS FOR: LA QUINTA SPORTS 10'-0 x 15'-0 SHELTER LA QUINTA,CA DATE: NOVEMBER 3,2010 ��SED ARcy��, PREPARED BY. No. C23820 MASLAN&LICHTY ASSOCIATES KANSAS CITY,MISSOURI , - . Fmm CITY OF LA QUANTA { QNil EnWir_eer BUILDING & SAFETY DEPT.. . &TES'C I0.IM 4 Co.. APPROVED Stephen P.Maslan, P. _ 8011 Paseo-Suite 201 FOR CONSTRUCTION Kansas City,Mo.64131. Phx816)X444-6260 FaxN816).444-8789 DATE At-6t BY . LA QUINTA SPORTS 10'-0 x 15-0 LA QUINTA, CA SHELTER 2007 CAL.. BUILDING CODE 90mph WIND VELOCITY EXP. C A36 STEEL 'I. 6A DL= 5psf L,fTlrp) LL= 15psf SHAM CL-O LOAD COMBINATIONS COWERING DL+ LL = .750K . ) .6DL+WL = .820K -' DL+ .75LL+ .75WL= 1.139K CHECK CORNER COLUMNS 4-in 92 COLUMN SIZE =5"o 7GA 10'-0 HIGH ROOF PITCH P= 1.139 K Fy= 36KSI KI/r= 1x10.0'x12 = 70.3 1.706iN, Fa = 16.40 KSI (AISC Table C-36) fa = 1.139K = .42ksi<16.40ksi OK Z.7154 sQ'W. OkLECK COLUMN FOR AXIAL LOADING & BENDING .CHECK PROPERTIES OF 5"07GA COL. __ - .. _-- ------.,- - _ .. .. _ .-_-- _-_- ------• :-. __.. .__ �---- __. . .__-_P__=-1..1.39-K- __...... . .._ _ . ....... . ..... . . .. +4 r'. 5Z z6o" MOMENT= .260K x 10.0' =2.60 K FT s 46.5426 fb=2.60K FT x 12 = 9.87KSI 4 3.1600 J - fa i•70>�11J, 4 Af3EA_-,J$5_3�$($�-¢..Io4142� r Fa +.b� fb `- 1.00 F,=3023 .18.5.348.(3,.453-4.). -� C' e) .420ksi + 9.87ksi = .489<1.00 OK 16,401csi 4� '$ SF-�f.o.til�/looul.u-5.=._09Bt_7.5... e-4.64144 21.6 -30.53L S �CZc�81�,5 625-464,083 S �EGT-L&W—mo ULU-5n-3 J-G D N �1,u WN BASE PLATE WHO COLUMN BASE PLATE REQUIRED BECAUSE EACH COLUMN IS EMBEDDED WITHIN FOOTWW4G. . LA QUINTA SPORTS 10'-0 x 15-0 LAQUINTA, CA SHELTER CALCULATE WIND LOADS z2' Velocity Pressure q =0.00256(.85)(1.00)(.85)(90mphf(.87)= 13.03psf . 13.03psf x 1.00(fabric sieve factor)= 13.03psf 13.03psf x 1.67(safety factor) =21.76psf Net Design Pressure P =21.76psf(.85)1.1 =20 35:}(windward pressure) P = 21.76psf(.85) .1 = 1.85psf(leeward pressure) Calculate components of Pw&PL PW 20.35psf x.9272= 18.87psf 1 W 20.35psf x.3746= 7.62psf �- 1.85psf x.9272= 1.72psf r ----------._..... .... - 1.85psf x.3746= .69psf -� P , Windward side of roof Vert. Load to each of 2 columns I 18.87psf x 7.50'x.5.00'= 707.6# t Horiz. Load to each of 2 columns 7.62psf x 7.50'x 5.00'=285.8# 4-- Leeward side of roof Vert. Load to each of 2 columns I 1.72psf x 7.50'x 5.00'=64.5# t Horiz. Load to each of 2 columns .69psf x 7.50'x 5.00'=25.9# --� tR FOOTING LA QUINTA SPORTS 10'-0 x 15-0 LA QUINTA, CA SHELTER DEAD LOAD = 187.5 LBS LIVE LOAD = 562.5 LBS TOTAL LOAD = 750 LBS AREA REQ. = TOTAL LOAD/ 1500 PSF 0.50SQ. FT. TRY 1'-6 x 1'-6 x 2'-0 DEEP FOOTING HEIGHT, H = 2 FT FOOTING = 1'-6 x 1'-6 AREA = 2.25 SQ. FT. > 0.50 SQ. FT OK ACTUAL BEARING = TOTAL LOAD/AREA = 333.30 PSF < 1500 PSF OK CHECK UP LIFT _. _ ---DEAD-LOAD _ .... .. .._-_.1.87.5-LBS. PIER = 150 LB PER CU. FT X AREA X HEIGHT = 675.00 LBS TOTAL = 862.50 LBS > -410.3 LB OK NO UPLIFT USE 1'-6 x 1'-6 x 2'-0 DEEP /2-#5 EW TOP & BOTTOM SECTION LA QUINTA SPORTS 10'-0 X 15'-0 LA QUI NTA, CA SHELTER FOOTING SECTION 3tTYP.) %a t� t/c EW -� *�aT� sEc-rlON A-A A , • a Illllllflllllllllllilllll 21 IE REVISED CALCULATIONS FOR: LA QUINTA SPORTS 10'-0 x 11'-0 OFF-CENTER SHELTER LA QUINTA, CA DATE: NOVEMBER 30,2010 ARCy�TF SES A' L�cyX�'� PREPARED BY: Q. No. C238 EXP. 11.3 . 1 JAMES LICHTY,A.I.A. MASLAN&LICHTY ASSOCIATES KANSAS CITY, MISSOURI F CAL\F�� CITY OF LA QUANTACiXi1 _�ngrr ®� BUILDING & SAFETY DEPT. .*TjM_4bk p.MAaM&CO... `q T„ Stephen P.Madan, P.E. APPROVED 8011 Paseo-Suite 201 FOR CONSTRUCTION Kansas City, Mo.64131 19'. W f � PhX816)444-6260 Nx)(816)4 4 4 6788 ®f s DATE 110—M BY NOV 3 0 2010 1 LA QUINTA SPORTS 10'-0 x 11 '-0 OFF-CENTER SHELTER LA QUINTA, CA 2007 CAL. BUILDING CODE 90mph WIND VELOCITY EXP C A36 STEEL I ILO DL= 5psf LL= 15psf Q LOAD TO SINGLE COLUMN ' 20PSF x l l3.7SQ. FT. = 2274#OR 2.27K 6 CHECK GENTER COLUMN: COLUMN SIZE= 5"011ga 12'-0 HIGH P =2.27 K Fy= 36 KSI KI/r= 1 x 12.0' x 12 = 83.3 Fa= 14.93 KSI (AISC Table C-36) J O V fa= 2.27K = 1.238ksi<14.93ksi OK 1.83375q.w. _CHECK COLUMN FOR AXIAL LOADING & BENDING CHECK PROPERTIES OF 5"� 11GA COT, . . . 2, �K P=2.27 K MOMENT= .149K x 12.0' = 1.79 K FT fb= 1.79K FT x 12 = 9.83KSI AREA fa— = Fa +.6(Y)fb I.00 F"=W.94 fa FV 1.238ksi + 9.83ksi = .567<1.00 OK Secbm MOdutm= .41$I�S.d`,4 2v = L09.8175 r2S-S13.1%Z I Z.oA4 &OW)boldus s 5 -UMN BASE PLATE NO COLUMN BASE PLATE REQUIRED BECAUSE EACH COLUMN IS EMBEDDED WITHIN FOOTING. LA QUINTA SPORTS 10'-0 x 11 '.-0 OFF-CENTER SHELTER LA QUINTA, CA CALCULATE WIND LOADS rN 16° 11.3° Velocity Pressure q = 0.00256(.85)(1.00)(.85)(90mphf(.87) = 13.03psf 13.03psf x 1.00(fabric sieve factor) = 13.03psf 13.03psf x 1.67(safety factor) =21.76psf Net Design Pressure P = 21.76psf(.85)1.1 = 20.35 (wkKIward pressure) P 21.76psf(.85) .1 = 1.85psf(leeward pressure) Calculate components of Pw& PL 20.35psf x .9613= 19.56psf t W 20.35psf x.2756= 5.61 psf .e-- �p� 16° 1.85psf x.9613= 1.78psf 1.85psf x .2756= .51 psf ---e- PL 1100 I6° Windward side of roof Vert. Load to each of 2 columns 19.56psf x 28.6sq.ft= 560.4# Horiz. Load to each of 2 columns 5.61 psf x 28.6sq. ft. = 160.4# +f- Leeward side of roof Vert. Load to each of 2 columns I 1.78psf x 28.6sq. ft. = 50.9# i Horiz. Load to each of 2 columns .51 psf x 28.6sq. ft. = 11.6# --- f FOOTING LA QUINTA SPORTS 10'-0 x 11 '-0 LA QUINTA, CA OFF-CENTER SHELTER DEAD LOAD = 568.5 LBS LIVE LOAD = 1705.5 LBS TOTAL LOAD = 2274 LBS AREA REQ. = TOTAL LOAD/ 1500 PSF 1.52 :SQ. FT. TRY 2'-6 x 2'-6 x T-0 DEEP FOOTING HEIGHT, H = 3 FT FOOTING = 2'-6 x 2'-6 AREA = 6.25 SQ. FT. > 1.52 SQ. FT OK ACTUAL BEARING = TOTAL LOAD/AREA 363.80 PSF < 1500 ' PSF OK CHECK UP LIFT . DEAD LOAD = 568.5 LBS PIER = 150 LB PER CU. FT X AREA X HEIGHT 2812.50 LBS TOTAL = 3381.00 LBS > -539.7 LB OK NO UPLIFT USE 2'-6 x 2'-6 x T-0 DEEP /3-#5 EW TOP & BOTTOM SECTION LA QUINTA SPORTS 10'-0 x 11 '-0 OFF-CENTER SHELTER LA QUI NTA, CA FOOTING SECTION 3~ (Typ) 3 �5 x2�"CJ t9 1z �c 1N . SE:C-rl0N A-A A _0 A r� a Y n IIIIIilllllllllllllllllll 22 REVISED CALCULATIONS FOR: LA QUINTA SPORTS 40' HEXAGON SHELTER LA QUINTA, CA DATE: NOVEMBER 3,2010 CITY OF LA QUANTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION PREPARED BY: DATE—'its 10% BY JAMES LICHTY,A.I.A. MASLAN&LICHTY ASSOCIATES KANSAS CITY, MISSOURI ck�g APS v� �s A. 5TEPA 0.Mg A CO.. v Stephen P.Maslan, P.E. No. C2382 � 8011 Paseo-Suite 201 EXP. 11 0. t Kansas City, Mo. 64131 ' Pnx616)444-6260 Eo97 as FYax�(816)444-878901, OF C DEC 2 8 2010 LA QUINTA SPORTS 40' HEXAGON SAN CLEMENTE, CA SHELTER 2007 CAL. BUILDING CODE 90mph WIND VELOCITY EXP. C A36 STEEL DL = ,5psf LL= 15psf MAX. LOAD TO EACH COLUMN 20PSF x 173.3SQ. FT= 3466#OR 3.47 K 40 CHECK COLUMNS !' COL. r7YP� COLUMN SIZE=6.6"OD SCH 40 10'-0 HIGH P= 3.47K /i Fy=36 KSI KUr= 1 x 12.0'x 10= 53.33 % o Ge - Fa= 18.05 KSI (AISC Table C-36) ZO'-Q fa= 3.47K = .622ksi<18.05ksi OK8 5.58so.w. 40-0 CHECK COLUMN FOR AXIAL LOADING & BENDING P=3.47K �Q MOMENT= 1.20K x 10'-0 = 12.00K FT g fb= 12.97K FT x 1 = 16.94KSI MOE PA 9P i 8.50im3 b "M fa + _ fb _ < 1.00 F' = 52.52 ��Fa�a,Ray e DEC 2 8 20.1 G�' ARC�/TQC 622ksi + 16.94ksi = .828<1.00 OK IN./ <`� A L/C 18A5ks E}:f'. 1. 9 NO CCXUMN PLA M REQUI LA QUINTA SPORTS 40' HEXAGON LA QUINTA, CA SHELTER CALCULATE WIND LOADS L _ 2t 4t?'•O Velocity Pressure q =0.00256(;85)(1:00)(.85)(90mphf(.87) = 13.03psf 13.03psf x 1.00(fabric sieve factor) =13.03psf 13.03psf x 1.67(safety factor) =21.76psf Net Design Pressure P = 21.76psf(.85) 1.1 = •20.35 (windward pressure) P = 12.62psf(.85) .1 = 1.85psf(leeward pressure) Calculate components of Pw& PL P 20.35psf x .9272= 18.87psf PW 20.35psf x.3746= 7.62psf �-- 22° 1.85psf x.9272= 1.72psf PLI 1.85psf x .3746= .69psf =--,�• ZZtWindward side of roof Vert. Load to each column 18.87psf x 173.3sq. ft. = 3270.2# Horiz. Load to each column A. L/ 7.62psf 7.62psf x 173.3sq. Ft= 1320.5# so -- aea4' Leeward side of roof 66�0�tD it Vert. Load to each column €f No. C23820 1.72psf x 173.3sq. Ft=298.1# 11.30. 1 Horiz. Load to each column �` O moa' j .40psf x 173.3sq. ft. =69.3# -�- � VW EC r, FOOTING LA QUINTA SPORTS 40' HEXAGON SHELTER LA QUINTA, CA DEAD LOAD = 866.5 LBS LIVE LOAD = 2599.5 LBS TOTAL LOAD = 3466 LBS AREA REQ. = TOTAL LOAD/ 1500 PSF = 2.31 SQ. FT. TRY 2'-6 x 2'-6 x T-0 DEEP FOOTING HEIGHT, H = 3 FT FOOTING = 2'-6 x 2'-6 AREA = 6.25 SQ. FT. > 2,31 SQ. FT OK �� ARC,y��c ACTUAL BEARING = TOTAL LOAD/AREA A. CSO I` = 554.60 PSF ��,� < 1500 PSF OK N0. C233EXP. 11.3 . 1 CHECK UP LIFT DEAD LOAD = 866.5 LBS PIER = 150 LB PER CU. FT X AREA X HEIGHT 2812.5 LLBS TOTAL = 3679.00 LBS z -3270,2 LB,OK MON . NO UPLIFT USE 2'-6 x 2'-6 x 3 DEEP FTG. s W/4-#5 EW TOP& BOTTOM DEC ` 20� SECTION LA QUINTA SPORTS 40' HEXAGON LA QUINTA CA . SHELTER " FOOTING SECTION T 1 3" tTYP.) QO c EW SEC—riON A-A' _ �a:,® ARC, A. No. C2382 ERCP. 3 1 SOF C�La A A c� a 1 gSEW DW o � D EC ' "2010