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04-3569 (SFD) Structural Calcs'J4 �:p]WEI PEI STRUCTURAL ENGINEERS, INC.- Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: ;909) 937-0120 ' March 9, _004 2 WPSE Job #: 3050-5 • Structural Calculations for Ef VI%L? 051/7/0 .The Proposed Lot 5Villa for the Quarry Ranch Project (S.F.F_.) at . 1� The Quarry of La Quinta, La Quinta, CA A- o71i44 For Marsh & Associates, Inc. The Sheridan Plaza, 383 Inverness Drive South, Suite 190 Englewood, Colorado 80112 ' CITY OF LA QUINTA BUILDING &.SAFETY DEPT. APPROVED ' FOR CONS UCTION HATE 3 eY ' WEI PEI STRUCTURAL ENGINEERS, INC. - - • ' Wei Pei, P.E., S.E. VO E�A.;`: �QFESSIONq : President '% OQ 0 N !F 'No Of No, S 004032.. E: p 9.30.04 sgTF f • STq UC�� ! OF CAS �$ 9 �u �►1l�y 'wt Ic�O a- cat RAFTER/JOIST CAPACITIES M.F. .112) CBC -2001 fr=1.15 :...'SIZE b d Fb Fv E Mr(II-1) Vr EI (Psi)(Psi)(Icsi) -2-5-06 �(1000) (7 133-6T 1 (1330) (1259 (1-15%) (1000-0) (1VG) (Il'IW2: 509 478 440 382 799 .751 G91 601 0; 1.5 3.5'1313 95 1600 513 1097 - 482 1031 443 948 385 825 8.6 ..2X6 11.5 5.5 1138 95 1600 2X8 11.5 7.25 -V-2-9 1050 95 -7J-S- 1600 1759 1653 1521 1322 1053 990 91179276 - -= . 2 r2xlu 1.5 96.3 -977 -FOY -R -7 UTG-- --RT9- -3316- -2-2'7-U- -19 7 4 1'T4 -4 1263 1162- 1011 1 158 8 .3 95 T-0-0 --7-529 3051 2653 635 1536 1413 1229 284.8 2X14 1.5 13.25 788 95 1600 4408 4143 3812 331411 ---- 1�925 180-9 ---2-081-1-T-916 1665 1448 465.2 2XI.6 1.5 15.25 1 788 1-95 I -T6 -0o 1-583-9 , 5488 5049 43§-Iff2tl�G 221G I-1-6-66 709.3 BEAM CAPACITIES (D. F. 112 for 4x and 1). P . III for 6X and 8X) CBC- zool SIZE b d Fb Fv E mr (11 - Vr EI (Psi) (Psi) (k-si) (10"6) (If-IN"2) ( 1330 1250 (].150) 00%) (1.33%-)(125%) (1150) (1009.) 2-2x6 3 5.5 1138 95 -95 1600 1908 1793 1650 1434 1390 1306 1202 1045 66.6- .2-2x8 3 7.25 2-2xlC 3 1050 '963 1600 3058 --4 -5-6 -6 2875 -2�-645 2300 183-2 -172-2- 1584 1378 -T7 -5g 152.4 9.25 �- 95 -95 1600 --Cl 4291 --5-768 3948 3433 2337 .97 d2j- 2021_ 316.6 Av=2-2x1-4-3 i -2 2xl 2 3 11.25 87-5 -7-89 1600 3-7 5306 --4-6-IL-4- 2458 1569.5 13.25 -51 -5.5 95 1600 7676 721.5 -GG37 5772 3348 _2672 3147 2895 2510 930.5 4X6 1138 95 -95 1600 2226 2092 -T-924 1673 1621 - -1524_ 1402 1219 77.6 ;-,k.--.4X8 3.5 7.25 113-8 1600 3867 3635 3344 2908 --2-137- 2009 1848 1607 177.8 :,--4X10 3.5 9.25 1050 95 1600 5808 --7-880 5459 5022 4367 2727 256 2358 2050 369.3 -4X12 3.5 11,.25 963 95 1600 74066813 5925 -3-Tl- -7 -3117 2868 24 9A 664.5 3906 .,:4X14 3.513.25 - 875 95 1600 9932 9334 8588 7460 3671 3378 2937 1085.6 i.4X16 3.5 15.25 -- - 875 95 1600 1.3156 12365 :1.1 376 - 9892 4496 4226 3887 3380 1655.1 5.5 5.5 - -573- 1200 -ITO-T 85 --U -5 1600 3688 3466 3189 2773 2dOM 2143 1971 1714 122.0 7 7-5 0- 0 6858 6445 5930 5156 31 09 -2922 2688 2338 309.4 ;t -6X10 5.5 9.5 1350 85 1.600 12378 11634 1.0703 9307 -3938 3701 3405 2961 628.7 W6X12 5.51 11.5 1350 - 85 - 1600 18139 17048 15684 136-38 4767 4480 4122 3584 1115.3 l-t6Xl4 5.5 13.5 M1 - - 9 9.5 V5.5 1332 T312 85 1600 24663 23180 -fl-326. 18544 5596 5259 4839 4208 1804.3 5555 4831 2730.8 85 600 30098 27690 24078 6425 6039 T-.5 1295 -85 1600 40293 37869 34846- 30295 7254 681.8 -6-272 5454 3930.2 7.5 7.5 1200 85 1600 9352 -15-0 8789 8086 -7-6-3-1 4239 398_4 66-6 -Tl 8-8 421.9 91-- ;0�8x10 7.5 9.5 T -8X12 120085 - - 1600-1760-0 - 0-4 - 14102 - 12973_11281 -5370 5047 4643 4038 857.4 i-,- 7.5 11.5 7.5 13.5 1350 85 1600 24735 2324721387 .... ...... . 18598----6500 6109 -5621 4888 1520.9 717 2 65'98 5738 2460.4 4?1-,,U14 - 1332 851 1600 33632 31609 29080 29080-25287 25287 7631 OX16 17 :5 1-5 , !T '17. 13121 85 -0- 16 01436691 -160-0 -�T�-45 3 3779T - !':�834 - -- 87K1 8234 7�7� 6588 -3723.9 I .8X18 5 17.5 125--5F-5 1-�-1640 475091 ;11.3 -12 1 9892 9 297 _J8553 17438 5359.4 0 ch #vi - N L'(ft).:=>';,�.4 5 6 7 8 9 10 11 12 13 14 15 16 17 10 19 20 21 22 23 24 25 r x�_;.:, ;SIZS(125$, C(1=1.25)CIILF) 2^_2x6r1:' 738 574 398 293 224 177 143 111 86 67 54 44 36 30 25 22 1D 16 14 12 11 9 2=2x8:;:1014 783 638 469 359 284 230 190 ].60 136 ].17 100 83 69 58 49 43 37 32 28 25 22 2=2x10.1361 1039 840 701 536 424 ..-343 204 238 203 175 153 134 119 106 95 86 76 66 58 51 45 2-,2x12:.1745.1315 1056 881 721 570 461 381 320 273 235 205 180 160 142 128 115 105 2= 95 07 80 74 2xl4 2173 1616 1286 1067 902 713 577 477 •401 342 294 25"1 225 200 178 160 194 131 119 109 100 92 4X6Y: 061 669 465 342 261 207 167 130 100 79 63 51 42 35 30 25 22 19 16 14 12 11 1183 914 745 593 454 359 291 240 202 172 144 117 96 80 68 50 49 4337 32 29 25 4X10: 1587 1212 980 823 682 539 437 361 303 250 223 194 171 151 135 120 103 89 77 67 59 53 4X12''•' 2036 1535 1231 1020 883 731 592 490 411 351 302. 263 231 205 183 164 148 134 122 112 103 95 4X14'.. 2536 1885 1500 1245 1065 922 747 617 519 442 381 332 292 258 230 207 187 169 154 141 130 119 4X161. 3097 2266 1787 1475 1256 1093 968 018 607 585 505 440 306 342 305 274 247 224 204 187 172 158 �.r•7 ��•::. 616 1 1210 944 770 566 433 342 271 204 157 123 99 80 66 55 46 40 34 29 25 22 20 17 SX8 1731 1336 1087 917 792 637 516 426 358 305 251 204 1.68 140 1113 100 86 74 65 57 50 44 iX10 2307 1759 1421 1192 1027 902 804 725 646 551 475 414 341 204 240 204 175 151 131 115 101 89 ;X12 2946 2217 1777 1483 1272 1114 991 892 812 744 687 606 533 472 421 361 310 268 233 204 179 159 ;X14 3659 2715 2158 1790 1530 1336 1105 1065 967 886 017 750 707 642 572 514 464 420 377 330 290 257 ;X16 4459 3257 2565 2116 1800 1567 1387 1244 1128 1031 950 881 821 769 723 667 602 546 497 455 418 385 ;X18 5365 3850 3002 2461 2084 1808 1596 1429 1293 1181 1087 1007 938 077 824 777 735 687 626 573 526 485 1 ;;8X8 2361 1821 1483 1250 1081 868 703 581 488 416 342 2"18 229 191 161 137 11*7 101 88 77. 68 60 "8X10 3146 2399 1938 1626 1400 1230 3.096 932 783 660 5.76 501 441 388 327 278 230 206 179 157 138 122 8X12 4017 3023 2424 2022 17-35 1519 1351 1217 1107 1015 937 027 726 644 57.1 493 422 365 317 278 244 ':8X14 4989 3702 2942 2441 2086 1821 1616 1453 1319 1208 111.4 1.034 964 216 875 700 700 632 573 513 449 396 350 ^8X16 6081 4441 3498.2885 2455 2136 1891 1696 1530 1407 1296 1201 11-201048 906 910 821 745 678 621 570 525 w+(8X18 7316 5250 4094 3355 2842 2465 2177 1949 1764 1.611 1483 1373 12"19196 1124 1060 1003 937 854 781 717 661 : . .L(ft)-> 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 =size (100% , Ca=l.om Lr-) 2-2x6 590 459 319 234 179 142 115 95 80 67 54 2-2x8 811 627 511 375 287 "227 184 152 128 1.09 94 2-2x10 1089 831 672 561 429 339 275 227 191 163 140 2-2x12 1396 10521 844 705 577 456 369 305 256 218 188 2-2x14 1739 1292 1028 854 721 570 462 382 321 273 236 .4X6 688 535 372 273 209 165 134 111 93 79 63 .''4X8 • 947 731 596 475 363 287 233 192 162 138 11.9 4X10 1270 970 784 658 546 431 349 289 243 207 178 4X12 1629 1228 985 823 706 585 474 392 329 280 242 4X14 2028 1508'1200 996 852 738 597 494 415 353 305 :4X16 2477 1813 1430 1180 1005 875 775 654 550 460 404 6X6 968 755 616 453 347 274 222 103 154 123 99 6X8 1385 1069 870 733 634 509 413 341 286 244 210 `6X10 1846 1407 1137 954 822 721 643 500 517 441 380 .-6X12.. 2357 1774 1422 1186 1018 891 793 714 649 .595 550 6X14.•: 2927 2172 1726 1432 1224 1069 948 852 774 '109 654 .;6X16•: 3567 2605 2052 1693 1440 1253 1109 995 902 825 760 ..6X18 4292 3080 2402 1968 1668 1446 1277 1143 1035 945 870 8X8:;. 1889 1457 1186 1000 864. 694 563 465 391 333 207 2517 1919 1550 1301 1120 964 877 746 627 534 460 3214 2419 1939 1618 1308 1216 1081 973 805 812 750 8X14; L Sti t9L. -L9 <169 !TOS 11'917 6'6E :8* PC E'6Z t .}' t ?;; -- V6 SQ 9L 99 b'9S 9'04 8'VV 6£ S'££ �'Z 07. LT I'VT Z' TT SOT 06 £0 VL 6'Z9 I'LS S'OS VV 6"ZE C' f C - T' 9Z R'77 6 T.'9T L' ZT 7§-T- —T POT E6 EQ E' OL 9'V9 Z'LS 8'6V Eb S' SC C-6 . T'47 S'OT 9' VT 6ZT ZVi-_ ')TT 3 f -co —T E:iT Z6 -70—T V'8L LQ P'EL S'EQ S9 VL 9"')'1 V'V`) 6V T S' OV U 9P 9 E Z' V T'() .:I C b'TZ 6"PZ 6' 9T L' 6T t?' 9T !.' PT T OT 6ET E'ZT ZTT Z' 96 Z' V6 6"EQ E:L V9 6' ZS T' LV I" It, Cie E'6Z T' £Z T' 0Z S' LT E.' VT E'ZT 0'6 -�_ 9T OST CCT ZZT VOT 90T V6 Z EL 09 SS EOL ' TV Z" 17C P' LZ P' PZ Z' TZ T' OT 6 -VT 6 -IT L'Q LLT 6S -79 TVT OEi TTT OTT POT T6 TO !.9 S9 L'91� C, op TV P'.ZE 6' 67. T' 9Z Z' ZZ. E'OT 9"0T L"OT )11T —T OPT LET LTT OZT ETT 66 60 V L 9L 0'ri'1 9S T'OV QE Z' LE V' Z£ 9' LZ 07ZZ E'OT V'ET L'OT E'6 6' L S"9 T- S 6'C Z I_ ZGi -F-./ —T tSf Tp —T ZZT 9ET HT SOT 96 6L S8 P* OZ p, C9 T'SS S' EV V' 9P V' OV P" PE V'OZ EZ 691 E'VT V'ZT 9'01 L'0 6'9 c Z' , E' E. I I ,6T SLT 5Sf SVT VZT OVT —VZ T CfOT 06 T E3 O6 T'UL 9'99 Z'OS 9P 9'. IS 6' PP £' QE 9: T£ Q SZ -6 -UT 0'9T 9'VT �' Z.T E'OT T'9 T' 9 6' l� 1 061 LLT LGT LPT SZT ZVT 9ZT OTT OOT E U E6 P* To P'69 19 Z' QV 0' 9�S V' 6V T' Z 0'VC 9'QZ TZ 6'6T E'LT 6' VT Z'ZT 9'6 -C7--z L"S 9"V c, OOZ 6Z 6ST 6PT LZT SVT QZT ZTT ZOT c so L6 Z'vo Z* TZ E'E9 oS ' C" T9 L' CS 0' SV Q'LE V'TE CZ 6'EZ Q'OZ 6' LT L"VT 9 -TT 6-0 , 69 L'S IJ TOZ TOT 091 091 OZ[ LVT OCT ETT POT 0 66 y'90 L'EL E'S9 9' T5 T' 99 S' LS 60 S'OV 67EE O'PZ 6Z Z'SZ 6' TZ QT Z' V T 6' OT L 9"0 T"L !. t'OZ luT T)T ZST 6ZT 6 P 7.E.T STT c-iOT Lft ZOT V'UU C"Sl. 6'99 Q" Z.S L' 69 Lo') L' TS L'ZV 9E V'9Z E'SC -Z -Oe- 6'9? T"ZZ S' L T ,' ET L' 0 TT T'6 9 P � `►+ . Y,r ` . ` VOZ SOZ 90Z OZXZT '; COT VOT S8I BTXZT 7.9T E91V9T 91XZl' EST OCT OST EET EST PST bTXZT TET T£T ZTXZT TST Z5T f)IXOT VCT SET 9TXOT "C1 3 4 �e 9 1 90'1 00 COT 06 9'9L Z'09 8' ES 4' ZL LTT LTT PIX.0 LOT OOT ZTXOT 68 60 OTXOT SOT 901 97X8 Z' ib T'Z6 'btXe L'LL S'8L ZTXB Z'E.9 OL OiX@ 9' PS Z'•SS 8X8 L' bL E' 9L 91X9 Z' E9 T'99 S' 99 171X9 Q' ES G-15 P' 99 9,99 ZTX9 5, -SP 8'9P OTX9 9'LE 6'86 8'66 8X9.y 9'LZ S'8Z Z'6Z 9X9 S'ZP 9'60 99 9TXb s '= 3' PV4 tp 0; ; r `' �. �. ' 6'9E EV e'Lb 171X17 6' ZE T' 6E Z'v 17 Z-TXb LZ T'Z£ 17'9£ OTXb 9' T Z L' 9T 6' SZ 9' 6Z QXb Z' OZ £' Z 0' OT Z' ET P' 9T bXV V'PT Z'6T E'SZ ZTX£ 0' IT W ST 8'OZ OTXE I JJt, z k -1�d :-c-110W] ;C•li41� I' : (ccl 1 �.SOj -;j G1 ` ZI �=J �c l� n 1 9'C 0'Z Q'T C' T O 7 S' V 9's P'E Z' V Z'Z L'Z S' i 6' i FF-. 11/ H T ' L VS S'E S' Z V' 6 S' ZT L' 9T 8XE� m `F' `= � T'L 9'6 6'ZT 9XE 9•V Z'9 17'8 vXE E' C b' b 9 £XE'.: Q'Z 6'E 6'9 OTXZ Z' Z T' E L' b 8XZ T P' Z 9' E 9XZ I ') 5'T £'Z bXZ S V '10J _ Z.E 06 Cie 9C Z lZ. 0T 9f - 1,1-- ZT Tf OT 6 0 L - '1-1— T=\/ I) iAnlo-.) _io i i [rltg=i-j IOOZ– ��1� ('„-ir :I) �Id�lr1 0 zr_I�I1)r�- W.)_1 S(Ivo, I _i luvno l -1V SHEAR WALL SCHEDULE (2001. CBC, SEIS. ZONE 3 & 4) 0 3/8" APA RATED PLYWD/OSB WITH 8D NAILS 6" 0/C. AT EDGES AND 12" O.C. FIELD (TABLE 23—E—I— 1 CBC) 1 3/8" APA RATED PLYWD/OSB WITH 8D NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD (TABLE .23—E—I-1 CSC) A3/8" APA RATED PLYWD/OSB WITH 8D. MAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23—II-1-1 CBC) 15/32" STRUCTURAL I PLYWD/OSB WIT_ 1Od NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23—H—I-1 CBC) A15/32" STRUCTURAL I PLYWD/OSB WIT Hii i Od NAILS AT 2" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23—U—I-1 CBC) 5/a"0 A.B. 16d SINKER SPAC'G @ SOLE PL. SPAC'.G 2 60`/' 48 "O/C 6 "O/C 17 380E/' 40"O/C 4"O/C 490„`/' 32"O/C 3"O/C 665„/, 24"O/c 2"O/c S7o�/ 16"o/c 1 1 /2"o/c STAG' D NOTES ' 1. WHERE PLYWOOD/OSB IS APPLIED ON BOTH FACES OF WALL AND JAIL SPACING IS LESS THAN 6" O.C:, PANEL JOINTS SHALL BE OFFSET TO FALL ON .DIFFERENT ' FRAMING . MEMBERS OR FRAMING SHALL BE 3X OR WIDER AND NAILS STAGGERED ON EACH SIDE. 2. FOR SHEAR WALLS 1 1 , 12, 13, AND 14 PROVIDE A MIN. OF A SIN3LE - 3X MEMBER AT FOUNDATION SILL PLATES & ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS. NAILS SHALL BE STAGGERED. PROVIDE 2X MEMBERS OTHERWISE. NO 3X SOLE PLATE IS NEEDED AT 2ND FLOOR OR ABV., U.N.O. 3. 2"x2"x3/16" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT. (CBC SECT. 1806.6.1) 4: DISTANCE FROM FIRST ANCHOR BOLT TO SHEAR PANEL END OR SIAL PLATE END _HAL_ A 12" NOR LESS THAN- v",r • Ir .i •:.5 .ri`•w:py....';'`�e WEI PEI STRUCTURAL ENGINEERS, INC. Structuml/Seismic/Fordnsic 931. W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 ' I DESIGN LOADS: S� OPED F0, DL= TILE(W/MUD SET) 18.0 PSF PLYWD 1.8 PSF FRAM'G 2.5 PSF ' CEIL'G 2.2 PSF BEAMS&GIRDERS 2:5 PSF INSL. 0.5 PSF MISC. 0.5 PSF ' DL=28 PSF' LL=16 PSF ' TL=44 PSF FLAT ROOF DL= BUIL. UP ROOF .3 PSF PLYWD(1/2") 1.8 PSF FR IM'G . 2.5 PSF ' CEIL'G BE.-k1MS&GIRDERS 2.22 PSF 2.5 PSF INSL. 0.5 PSF ' MISC. 0.5 PSF IND: 70MPH, EXP."C" P=17.4 PSF P=18.5 PSF P=19.5 PSF @151 @20 DL= I) PSF LL=20 PSF TL=33 PSF Sheet: 1 /2'7 s J.N.:3050 — S By:.9. S Date:06/2003 WEI PEI STRUCTURAL ENGINEERS, INC. Structumi/Seismic/Forensic " '931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Sheet: Z WPSE J.N.: By: 60. s Date: 01'/0-3 jzooT- Iz °l, 464 i UR j - ,r. . w 1,04 3 Vp. .� •F' �� 'i ,'c1• - -.r :� !" .,�;� 7,�;µ«'a•!'�,,,� �a,•+: RI'�'j 7-iT'Ks`•- � ''Ql.r }'•.». �-.�.. �r.,r?'1. .. ;,;ti:.., .5w,�•`,,%Gtj,•.�...rwi �:��"F�����7i::. �.��Z`•�9:L� .i•��".• .. ... •IT:•;;.;:.�. WEI PEI STRUCTURAL ENGINEERS, INC, Sheet: WPSE J.N.: 3050 931 W. Holt Blvd., Suite D4, Ontario, CA 91762, By: Tel: (909) 937-0122 Fax: (909) 937-0120 Date: rA C-rk rc A CtE 0 *ly 2. Vol NIR -- 17046 7 wAlc i-0 tZ V ok 08o CTAizA6r-- HrR V -qz r V\j (A) 1"4b /7, WEI PEI STRUCTURAL ENGINEERS, INC. Title --'STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122= FAX: 937=0120 Dsngr Date:********** ' - ------------- -----------------------------=--------------------g----- MULTI -•SPAN TIMBER BEAM DESIGN & ANALYSIS Page DESCRIPTION >> 3050L » BM -2 -----------= ---------=---I--- Span 1--I--Span 2--I--Span 3- I Span 4--I--Span 5--I--Span 6--I--Scan 7-.-I--Soan 8-I ALL SPANS SIMPLE SUPPORT '? SPAN LENGTH ftl N y/n 17.5 END FIXITY.... Lef-1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtl 1 BEAM WIDTH inl 5.25 BEAM DEPTH inl 14.00 ---- CALCULATED VALUES ----I---------------------------------------------------------------------------------------- F'b - Modified Allow. psij 3,467 fb actual psi j 1,447 F'v - Modified Allow. psij 362.50 .. fv (actual) - 1.5 psil Moment Lef `n ki 87.00 ,a` Right in -k; 0.0 Max. Mom. Mid -Span _n-kl 248.1 X -Dist fti 8.40 Shears: Left kj 4.96. Richt :c; -2.53 Reactions: Left: Dead 'r! Live k'I 4.96 - - Total ki 4.96 Riahc:Dead ki 2.53_ Live ki Total ki 2.53 Max. Defl. G Mid Soan i-1 -0.444 _ :{-Dist fti ' -`--- DESIGN DATA ------- I----------- 8.40 I---------- I---------- I---------- i---------- I----------- I---------- I ------"---I Le: Unsupported Length _tI 17.5 Fb - BASIC ALLOW. psij 2,900 . .v.- BASIC ALLOW. psil 290.00 85.00 85.00 95.00 35:00 35.00 85.00 85.00 ksil 2,000 1,800 1,800 1,300 1,300 1,300 .1,800 1,800 LOAD DURATION' FACTOR l 1.25 1.25 1.25 1.25, 1.25 1.25 1.25 1.25 ---- APPLIED LOADS-------I-----------i----------I---------- I----------I------- -.- i---------- I----------I------- -I ' USE LL THIS SPAN? Y/NI 1 1 _ 1 1 1 1' 1 UNIFORM...... DL plfl LL plfl ' PARTIAL...... DL o1=1 594 LL plfl X -Left ftI X -Right ftl 9.50 TRAP.... DL ® Left #/ftl DL 0 Right #/ftl LL 0 Left #/ftl ' LL 0 Right #/ftl X -Left ftl X -Right ftl POINT........ DL #I 1848 LL #1 " X -Dist. ftI 9.50 WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Se ism is/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Sheet: . WPSE J.N.: By: �• S Date: 0 �T LiVfNCT 1z r1 lg �= 114 2� i 0.5y- WsE 6 X b P 70 r Cz�-GX 0 �ly( 0. � �C 10 0y Y o� �.Xlal 11 WEI-PEI STRUCTURAL ENGINEERS, INC. Title 6 1931 -=STRUCTURAL/SEISMIC/FORENSIC W. HOLT BLVD.', SUITE D-4 Scope Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-,0120 Dsngr : Date:********** -----------=--------------------=----------------.--------------g----- MULTI -SPAN TIMBER BEAM DESIGN &.ANALYSIS Pag----- ------------------------------------------------------ DESCRIPTION >> 3050L -------------------- >> BM-3 -------------------=-------I---Span 1 -4 --Span 2--I--Span 3' -I --Span 4--I--Span 5--I--Span o--I--Span 7--I--Span 8-I 'ALL SPANS SIMPLEE SUPPORT ? N y/n SPAN. LENGTH ftI 12.5 END FT-XITY.... Leftl 'BEAM Fix/Pin/Free 2/1/0 RtI 1 1 WIDTH inI 5.25 1 1 1 1 1 1 BEAM DEPTH inI 11.98 ---- CALCULATED VALUES ---- I ------------------- -- - ------------------- -- - -- - - -------------- - Modified Allow. psil 3,543 'b fb - Actual psil 1,060 F•v - Modified Allow. psil 302.50, fv (actual) ` 1.5 psil 70.30 Moment G Left in-kI Right' in-kl Max. Mom. ^r .Mid -Span in-kl 131.5 X -Dist ftl 6.25 Shears: Left kI 3.51 Right kI -3.51 Reactions:, Left: Dead ki 3.5 ' Live kI Total kI 3.51 Right:Dead kI 3.5'- Live kI _ Total kI 3.51 Max. Defl. © Mid Span inI -0.210 X -Dist ftl 0.25 ' ------- DESIGN DATA ------- I-----------I----------I----------I----------I----------I----------I-----------I---------I Le: Unsupported Length ftl 12.5 'Fv . - BASIC ALLOW. psi' 2,900 - BASIC ALLOW. psil 290.00 85.00 85.00 95.00 95.100 85.00 85.00 85.00 -E _ ksil 2,.000 1,800 1,'800 1,300 1,300 1,800 1.800 11800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25 1.25 1.2S 1.25 .1.25 APPLIED LOADS ------- I-----------I----------I----------I------ ----I----------I----------I --------I---------I USE LL THIS SPAN? Y/NI' 1 1 1 1 1 1 1 1 'UNIFORM....... DL plfl 561 ' LL P1FI PARTIAL...... DL. plfl, LL plfl X -Left ftI X -Right ftJ TRAP.... DL ® Left #/ftI DL ® Right #/ftI LL 0 Left #/ftI ... LL ® Right #/ftI X -Left ftI 1 X -Right ftI POINT ........ DL #I LL .#I. X -Dist. ftl 11 V 'WEI PEI STRUCTURAL ENGINEERS, INC. Title -STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** --=---------------------------------------.------------------------------ MULTI -SPAN TIMBER BEAM DESIGN & ANALYSIS Page DESCRIPTION >> 3050L >> SM -5 -------------------------I---Span 1--I--Span 2 -7I --Span 3--l--Span 4--i--Span 5--l--Span 6--I--Span 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N v/n 'SPAN LENGTH ftl 18 END FIXITY.... Leftl Fix/Pin/Free = 2/1/0 Rtl 1 1 1 1 1 1 1 1 BEAM WIDTH inl 3.5 1 BEAM DEPTH in[ 11.25 ---- C.UCULATED VALUES_--_I ------------------------------------------------------------- ' F'b - Modified Allow. psil fb - Actual psil 1,174 797 F;v- Modified.Allow. osil 118.75. fv (actual) *.1.5 psil 20.74 Momentn0 Left .n al Richt in-kl Max. Mom. 0 Mid -Span in-kl 58.3 X -Dist ftl 9.00 Shears: Left kl 0.5; Right kl -0.5; ' Reactions: Left: Dead kl Live ki 0.54 Total kl. 0.5; Right:Dead kl 0.54 Live kI ' Total kl 0.54 Max. De_fl. 0 Mid Soan inl -0.34:' ' X -Dist ftl - DESIGN DATA ----- l.- 9.00 l -------I------- -1----- -- -l------ I ----- 7 ---- ---------- --------- Le: Unsupported Length ftl 13 Fb -. BASIC ALLOW. psil 963 - BASIC ALLOW. psil 95.00 85.00 85.00 85.00 35.00 35.00 95.00 85.00 E ksi.l 1,600 1,800 1,800 1,800 1,800 1,300 1,800 -1,800 LOAD DURATION FACTOR l 1.25 1.25 1.25 1.25 1.25 1.25 ?.25 1:25 APPLIED LOADS ------ USE LL THIS SPAN? Y/Nl - 1 -------- -----'--- 1 1 ------ 1 1 1 1 1 UNIFORM...... DL plfl LL plfl PARTIAL...... DL plfl LL plfl X -Left ftl X -Right ftl TRAP.... DL 0 Left #/ftl DL 0 Right #/ftl LL 0 Left #/f -,l LL 0 Right #/ftl X -Left ftI ' X -Right ftl POINT......... DL #l. 1089 LL #I X -Dist. ftl 9.00 WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 fZ►vCtL- P70 Hr MASTjz- ��vkM. Sheet:Is . WPSE J.N.:. 3050-5 By: 62. S Date: 3 64pA( PAF Nva BT1 H Au. 44X 2,/0 q l4 X i 4 P=L L L L 6A144- P l 1 WEI PEI,STRUCTURAL ENGINEERS, INC. Title : 9 STRUCTURAL/SEISMIC/FORENSIC Scope : 931 W. HOLT BLVD., SUITE D-4 Number: ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** --------------------------------------------------------------------- MULTL-SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------- DESCRIPTION >> 3050L >> BM -7 ---------------------------I ---Soan 1--I--SDan 2--(--Soan 3--I--Span 4--I--Span 5--I--Spar.-6--I--Span 7-1 --Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGT'i ft I 16 END FIXITY.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 RtI 1 1 1 1 1 1 .1 1 BEAM WIDTH inl 5.25 BEAM DEPTH inI 14.00 ---- CALCULATED VALUES ---- I -------------------------------- ----------------------------- F'b - Modified allow. pail 3,440 fb. - Actual psil. `1,675 F'v - Modified allow . psil 362.50 fv 4ac-ual) - 1.5 nsil 104.21 - - Moment Q Left in-kI n n Right - in -k! Max. Mom. 2 Mid-Soan in-kI 287.2 X -Dist f -I 8.00 Shears: Le ft kI 5.98 Right kI -5.98 Reactions: Left: Dead kI 5.98 Live kl Total .xl- 5.98 Right:Dead k; 5.98 Live kl 'total kI 1.98 Max. Defl. a Mid Span inI -0.459 X -Dist ftl 8.00 ------- DESIGN DATA ------•I-----------I----------I----------I----------I----------I----------I----------I---------I Le: Unsupported Length ftl 16 Fb - BASIC ALLOW. psil 2,900 BASIC ALLOW. psil 290.00 85.00 35.00 85.00 95.00. 85.00 85.00 85.00 ksil 2,000 11800 1,800 1,800 1,300 1,800, 1.800 1,800 LOAD DURATION FACTOR I i.25 1.25 i.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS -------- I----------- I---------- I---------- I---------- 1---------- i---------- I---------- I ---------I USE LL THIS SPAN? Y/NI 1 _ 1 1 1 1 1 1 UNIFORM...... DL plfl 748 LL plfl PARTIAL....... DL plfl LL plfl X=Left ftI .X -Right ftl TRAP.... DL O Left #/ftl DL G Right 4/ftl LL a Left #/ftl LL ® Right #/ftl X -Left ftL X -Right ftl POINT........ DL #1 LL #I X -Dist. ftl /o 70 C 1.2 14 PSF 1 _a..t .•za - WALL STUD CALCULATION LOCATION:STUD AT LINE- & WORST CASE)EXT. STUD? (YIN): Y TRY: 2X6 DFL -STUD AT 16" O/C b= 1.5 INCH d= 5.5 INCH Cr= SPACING= 16 IN. O/C GRADE= STUD Cd= ' COMPRESSION SIZE FACTOR Cf= 1 FLEXUAL SIZE FACTOR Cf-- 1 Fb (PSI) = 675 Fc (PSI) = 825 E (KSI) = 1400 i A(IN�2)= 8.25 S(IN-3)= 7.5625 STUD HEIGHT (FT) _. 14 DL+F.LL.(PLF)= 100 SPEED= MEAN RF HT(FT,60 MAX) 20 I = 1 EX?.= ' Ce= 1.13 as= 12.6 Cq= DESIGN WIND PRESSURE(,PSF) = 17.0856 WALL.WT = le/d =_ 30.54545 <= 50 OK! KcE= 0.3 FOR VISSUALLY GRADED LUMBER C= 0.8 FOR SAWN LUMBER i FcE= KcE(E)/(le/d)"2 = 450.1488 Fc*= Fc (Cd) (Cf) = 1320 PSI PSI /-------------------------- 1+(FcE/Fc*) / 1+(Fc.E/Fc*) 2 FcE/Fc* cp=---------- — / [------------] —. --------- 2c \/ 2c C. = 0.312592 ' Fc' _ (Fc*)(Cr)) _ 412.6216 PSI Fb' = Fb(Cd) (Cf) (Cr) _ 1242 PSI MAX. MOMENT AT MID HT = 558.1296 FT -LRS TOTAL'AXIAL LOAD AT MID HT = 264 LBS/STUD fc = 32 PSI <_ FcE = 450.1488 OK2 fc = 32 PSI <_ Fc' = 412.6216 OKI i fb = 885.6271 PSI <= Fb' = 1242 OKI ' fc 2 fb [---] ---------------- =0.773649 <= 1 OKI Fc' Fb'(1-fc/FcE) /o 70 C 1.2 14 PSF 1 _a..t .•za - /o 70 C 1.2 14 PSF WEI PEI STRUCTURAL ENGINEERS, INC. Strucmml/Seismic/Forensic ' 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 n A z A� Sheet: J.N.. 30 50 rJ By: S Date: {�� l p?) rr —3/4-,.� M -R_ � ZZo� =64 71g1 ^K Y � tj s F= c74 3g. 4 M - X31 z # C c,t JAY((,l l-- =� = -, B.4 e 7 M J W :1 PEI STRUCTURAL ENGINEERS, INC. Strttcmral/Seismic/Forensic ' 931 W. Holt Blvd, Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Tie V� 5 T 3 1=, /. ,� '- -�I Sheet:.I.Z WPSE J.N.:3050 5 By:. %k . ; Date:06i2003 C.O LL L ,� l i; T. o "TL ice-+ o ;•^i G C. C N N� D C©CL�l T!' ►' fir-_ _;, "/` '� ,' ✓ U Sr .I" 4> k to N Cq LA C� o t,T,!;. slit _ 1ij 0 LT 1 I'�% �l Q C U �- LPf j� � I (=7. l� 5S1 ,rte r3 � �.TS 9 ' � Al N 1M �M 13 � � �'/Z � � � � • N CJ �" 1 t� � � 13o�TS rN b0L, zIt= 300 THC- VAL\jc-. :sHAILL t3ir- 1NC SG -b so FOR I�i goL75 � f 35 oo�r ► , r � _' 3, l�- U S� r�.l f3 a C.Ts -� /.3 I ' r ----------------------- Ine_7_a ------------------------------ =?ast_c ______________________________------------------- Coe-.. o.f Fy Y -Y Prone.ty SECTION I-xx NODAL DATA The=m EX Global Default Temperature = 0.00 Tag PROP. LASEL (in -2) --------------------------- NODE (Ksi) (K/ft-3) -------------------- Coordinates Flag =------------------------ Boundary Restraints Node - LABEL 0._035 0.00065 1.3 X Y 31 8X12 X-dof Y-dof Z-dof Temp ---------- 1.3 --------- (ft) --------- 63.25 --- (0,1,2,in,K=in,radians)-- --- 1.3 1 0 0 1 1 0 0 2 4.5 1.5 0 3 12 = 0 1-9.5 1.5 0 r 5 24 0 0 1 0 0 ' SEA D-TA ----------- ----------------- Beam Proo=rtv ------------------ enc Releases ------------ Seam Deni tion Label 1 -c__� -enC 3�_v Lend I-noCe �J-nOCe -Or- Tac X V^3 I X Y Z _�=�=_ (�) - 2 �1 31 . 743 r 2 - 3 31 332 7.9G5 2 - g 32 33 15.000 - c 31 34 7.90 ■ - 1 35 4. 7 ' ----------------------------------!-=ROP--- AT_SC/Other Area Ine_7_a ------------------------------ =?ast_c Weight Coe-.. o.f Fy Y -Y Prone.ty SECTION I-xx Modulus Density The=m EX Ax's Tag PROP. LASEL (in -2) (in -4) (Ksi) (K/ft-3) (/100F) Flag Default - 1500 0._035 0.00065 1.3 31 8X12 .86.25 950' 1.3 B2 _ 6X12 63.25 697 1.3 ---------------- LOTS COM3INA-TON DA_I_=_ Como-.latlon IE�nI Ste_ess'I Load Case Mul-_p1-e_ ^a:to.S v^LGar Desc=i-otion-nc_==s-1 2 3 5 1 Xc_Gv Yc-_J r1ac 1 DL+LL 1 1 1 -- 2 a 5. 6: 7: 8: - 9: _ .0: .1- .2 .3: 1 ----------------------- ------------------------------------- -------- NODAL LOAD DATA ---------------------------------------------------------=-------------- Factors NODE Nodal Loads (K,K-tet) Load Case LA3_EL I Global X Global Y Moment) 1 2 3 4 5 i-----=--3-----------------7-------------------,------------------------- I i ------------------------------------------------------ ------------------ B Z-A.M POINT' LOTS DATA --- ------------,---_--------------------------------------------------- BEAM Macn-tuc� Location I Di_ Load Case .actors Li. A- L I(K,K-_"ft,De_) (_�) .'lac i 2~ 3 4 -71 1 --------------------------------=--------------------------------------- � ______________________-��� _ _ _ ____ _ '_'�__JuD JOT-D_J--^-________________________ ----------- � - - - - - _ _ - - ------ - - - - -------------------------- M - _ _ _ _ _ iZ � yT1�S M a c a S L o c _'Lo c ' Load Caste F a .0 'J r _ LT�-EJI (K/Ft, Deg -1 (-_) (__, I I _ 2 � - _ ---------- - 1 ----------- 0 - - - - - - - -.=-7 ------- - - v ------------------------ - - - - - -,- - IE L I 0 00 0 ; = - 0- - 00 -^ 0 - ---------------- LOTS COM3INA-TON DA_I_=_ Como-.latlon IE�nI Ste_ess'I Load Case Mul-_p1-e_ ^a:to.S v^LGar Desc=i-otion-nc_==s-1 2 3 5 1 Xc_Gv Yc-_J r1ac 1 DL+LL 1 1 1 -- 2 a 5. 6: 7: 8: - 9: _ .0: .1- .2 .3: a 1 '414 2 crj. a t� r SCC"-'�'r .' W... i a, rr A�77a 140' +�yyr[1 c "� ' h l i r.. .Xac•.. ...... s NODAL-DISPLACEMENTS-AND-SPRING/SUPPORT-REACTIONS----------_- ---------------------------- NODE Load Displacements (in, rad)Reactions I (k,k-ft) ,. LABEL I Comb. I X Y Rotation X Y ---------.-- Rotation - ------------------------------------------------------- 1 1 0.000 -0.00 0 -0.0080 0.00 4.00 0.00 2 1 0.12.0 -0..362 -0.0040 0.00 0.00 0.00 t. 3 0.136' -0.449 9E-18 0.00 0.00 0.00 4 1 04.152 -0.362 0.00402 0.00 0.00 0.00 5 1 0:272 -0.000 0.00803' 0.00 4.00 0.00 ' ----------------- END FORCES - --BEAM ---........ -BEAM I Node End ......... ....... J .node End ........ ' LABEL ILoad.1 CombAxial Shear- Moment Axial Shear Moment ---(K)------(K)----(K-=t)-- --------------------(K)-----(K)----(K-ft)--- 31 1 1.265 3.795 0.000 -1.234 -3.701 17.778 32 1 18.298 -2.109 -13.914 -18.246 2.266 -3.381 B3 1 -18.026 0.115 -3.865_ . 18.026 0.115 3.865 13.91^_ 34 1 18.240' 2.266 .3.381 -18.298 -2.109 B5. - 1 1.234 -3.701 -17.778 -1.265 3.795 0.000 a 1 '414 2 crj. a t� r SCC"-'�'r .' W... i a, rr A�77a 140' +�yyr[1 c "� ' h l i r.. .Xac•.. ...... ' —Matt 23 03 04:00p May 12, 2003 sladden palm desert -4- 760 772 3835 r7 p.4 I: Project No. 544-2098 03-05-284 ' 1997 -UNIFORM BUILDING CODE INFORNLATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the updated code that will be relevant to construction :)f the proposed structure are summarized below. Ground shaking is expected to be _the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. I Approximate Distance I Paul- Type Fault Zone ! From Site (1997 UBC) San Andreas I 15 km I A San Jacinto I 26 km A Based on our field observations and understanding of local geologic conditions the soil profile type judged applicable to this site is SD, generally described as stiff or dense soil. The site is ' located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Near -Source I Near -Source Seismic Seismic Seismic Acceleration I Velocity Coefficient i Coefficient Source Factor, No Factor, N� Ca C_ San Andreas I 1.0 I 1.0 I 0.44 N. i 0.64 N� f San Jacinto I 1.0 I i 1.0 i 0.44'_x, I 0.64 N� 1 WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: �$ Structural/Seismic/Forensic WPSEJ.N.: 3osufrj 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Date: p �j /'0 3 I 1 S�Is Z� tJr Soy' ���oFc LZ- i Y?� i tJa= ► � - �o, o) 1 F 1 - 1 LA7L A.�IALZ SIS: 1 1)SEIS. FORCE ' ?tiGH ROOF:25-7=35 PSF ' EA -LF "X -T. OF 'A"ALL. ( DEAD LOAD r� �cap 13 + = z PS 1 _ 2)W1ND FORCE: P=17.4 PSF @15'. P=18.5 PSF X01 P=19.5 PSF �51 WEI PEI STRUCTURAL ENGINEERS, INC. ,Structural/Seismic/Forensic 93l * Holt Blvd.', Suite D4, Ontario, CA 91762 ' Tel: (909) 937-0123 Fax: (909) 937-0120 Sheet: 9 J.N.: By:. 5 Date:03/2003 WEI PEI STRUCTURAL ENGINEERS, INC. Structural /Seismic/Forens is -931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909)937-0122 Fax: (909) 937-0120 Sheet: Zo WPSE J.N.: 7;0 j0 Aft ' AoWl S►S By: J2, S Date: o,6 119 n�R - Q - Nva N - `� � � Com• � � \1 V -� TF �' -- C- II �_ II I^ �� �1 � �-� _ � � o ' �-' x ter— � ^'�� �.•' w Com"` - N CN = c — �- �- o a It `� Xp c_ I II L!` .o `x'`33 ��33333 3 — _ =Ibs _. 2 3 � N Ir r -� TF �' -- C- II Il II I^ �� �1 � �-� _ � � o ' �-' x ter— � ^'�� �.•' w Com"` - N CN = c — �- �- o a It `� Xp c_ I II L!` .o `x'`33 ��33333 3 — -� TF �' -- C- �� �1 � �-� _ � � o ' �-' x ter— � ^'�� �.•' w - N a +^. 3 — _ =Ibs _. 2 WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: Z Structural/Seismic/Forensic t `' WPSE R. ;O; o —5 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 L� 1 N A L 7 5l By: 5 ' Tel: (909) 937-0122 Fax: (909) 937-0120 �jS` o J5/1 7/04 Date: oll o L� ez tp N `i ✓� _ N � N ^ i �.uh ��� _ c ca N fq -C:) Ck Qb Irl 0 / •i1`trr �-- st J J- ^ 1 t r'+ 1A N it 1t tl II � r ccs M -c' V` — a cr- U1 rk .1 ' WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: 7-2/Z2 Strucmral/Seismic/Forensic J TS J.N.: 3o j D-5 _ ' `931 W. Holt Blvd.; Suite D4, Ontario, CA 91762 By: 82, S Tel: (909).937-0122 Fax: (909) 937-0120 Date: DbID FOUNDATION DESIGN ALLOWABLE BR'G PRESSURE=1800 PSF CONT. FT'G: 12"X18" W/1- T&B FOR I=STORY 16"X18" W/144 T&B FOR 2 -STORY 1 -STORY. MAX. LOAD= X44', -3n j T (1 ( )0 L) _ 54� PLF < 1800PLF. Oh! 2 -STORY, MAX. LOAD= = PLF < 2260PLF. OK! ALLOW ABLE MOMOENT= ' (20000)(0.20)(14.0(0.9)/1.--==91 1=- =3263- N,AKE 1/2(1800)L ^2=326; ALLOWABLE CONCENTRATED LOAD BY G.B. ' =(1.8KP)(1.91')(2)=6.88K (D -L) =9.1 5K (D=FI .L.-E!V.') ' PAD SCHEDULE (1 500 PSF .ALLOIV.) SIZE P(D-L) P(D-E) /.2K � 6K - ?'-6"�.-6.. 1 11.3K 5.1K 3'X-' 16.2K 21.5,K ' 4'x;4' 28.8K 38.3K 5'X5 ^.5K -;9.9K 6'X6' ;4K 72K WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Se ism ic/Forens is 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 93.7-0122 Fax: (909) 937-0120 �QNTl�6V>✓izE�� !�� AT '(R6U6. i Sheet: Z _ _WPS J.N.:.p6;0 j By:.--N-s Date:07/2004- Q 0,04 /° 4 '601. w0RsT (As; AT 1.A L SkA�G KLA r p = 3�x X iJL1 �xS) + (3l; -I TzXt Wi c( '"1T Ur � P,��Zl� -(tz�uls 6C12 f;•S L I z I At Col . t W I of g.S 1 z �2 • S 5c>: CAC . Sft( 19 �Z, Xo.4.4X(..I-o) # V= /M '&L �I.4)( z•z) w _ WEI PEI STRUCTURAL ENGINEERS; INC. sheet: : Structural/Seismic/Forensic WPSE J.N.:.3o5o -5 931 W. Holt Blvd., Suite 134, Ontario, CA 91762 By: �• s Tel: (909) 937-0122 Fax: (909) 937-0120 Date: o 7//y. A Q 0-7/14 /04 �. :30ksl b 6 rb . t . 'C ---SFE (ALc. sHt. 2+ A a of- GAN (. ��� . '�L . S�� . cal, �►�T . D ail Irl Vf41 ...:'.... "...:• ..�. ....�.. .:.'.c 1)_ _ .._:�e...J � � •. rL�Y1.fi`� Jt...�y.7�M tee/', �>�i� W'FI Struc 1 931 Tel: 1. i- 1. 1 1 1 1 1- 1 1 1 PEI STRUCTURAL ENGINEERS, INC. aural/Seismic/Forensic V. Holt Blvd., Suite Da, Ontario, CA 91762 909)937-0122 Fax: (909) 937-0120 I ANchoRA�C �As� It oj, 6aN(. SSC_ Gt�C_ I Sheet: Zh WPSE N.:30�o By: .L'2. S Date: d5 /0Z/- A05%7/,,4 i5k PIOL . j Z 6 .WEI PHI',,STRUCTURAL ENGINEERS, INC: Title STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: 07114/0 ONTARIO, CA 91762 Misc - TEL.: (909) 937-0122 FAX: 937-0120 Dsngr Date:********** -------------------------------------------------------------------- 3ENERAL FOOTING ANALYSIS & DESIGN Page ' -------------------------------------- DESCRIPTION >>-3050-5 ---------------------------- Ssf 401. va >> FT'G FOR CANT. ST . COL. AT TRELLIS ' ---==------------------------- ALLOW. SOIL PRESSURE = SHORT TERM INCREASE = DE 2,000 1.33 GN DATA ----------------------------- psf OVERBURDEN DL WT = COMBINE LL & ST ? 55 N psf y/n BASE PEDESTAL HEIGHT = in. CONCRETE WT. = 145 pcf SEISMIC ZONE (0=wind) = ---=------- AXIAL LOADS------------- 4 BIAXIAL ANALYSIS ? N --------- DIMENSIONS ---------- y/n DEAD LOAD = 1.022 kips WIDTH ALONG X -X = 3.5 ft LIVE LOAD = kips LENGTH ALONG Y -Y = 3.5 ft SHORT TERM _ kips THICKNESS 12 in 'X' LOAD ECC. FROM CL in COLUMN X -X DIM. 4 in 'Y' LOAD ECC. FROM CL = in " Y -Y DIM. = 4 in ' ------ Y -Y AXIS ROTATION FORCES ------ ....Pressures @ Left/Right --- X -X AXIS ROTATION FORCES -- ....Pressures @ Top;Bot MOMENT: DL = ft -k MOMENT: DL = ft -k LL = ft -k LL = ft -k Short Term = 3.1 ft -k Short Term = 3.1.ft-k SHEAR: DL =. k SHEAR: DL = k LL = k LL = k ' Short Term ------------------------------ 0.365 kShortTerm_0_ SUMMARY ---------- - --- 365k - -- ........ Soil Pressure ......... ...... Moments & Shears .... D+L Max Pressure _ 283 D+L+ST 879 Max. psf Mu/Phi = 0.9 Allow. --- k -ft Allow. - 2,000 2,660 psf Vu:1 Way= 5.7 85.0 psi ' 'X' Ecc. = 'Y' Ecc. = 11.98 11.98 in Vu:2 Way= 3.2 in OTM Ratio= 170.0.psi 1.50 Service Load Pressures...... Left Right To -D Bottom DL + LL 283 283 283 283 psf ' DL + ST + LL (if LL & ST= Yes): 879 879 psf Factored Load Pressures...... Left Right To- Bottom ' ACL Eq 9-1 Eq 9-2 397 397 397 1,231 1,231 397 psf' psf Eq 9-3 ----------------------------------------------------------------------- 791 791 psf ----- FOOTING DESIGN DATA ----------------------------- 7 ---------------- ' f'c 2,500 psi 'm'= Fy /(:85fIc) = 28.24 Fy = 60,000 psi Vn:1... 2(f'c)A.5 = 100.0.psi ' REBAR CL TO SOIL = MINIMUM STEEL o = 3 0.0014 in Vn:2... 4(f'c)".5 = 200.0 --- FACTORED SHEARS -------9-1 -- 9-2 --- 9-3 --------- Vn * Phi ---- ' TWO-WAY ONE-WAY: Vu @ Left 2.8 0.9 3.2 2.0 psi -2.2 -1.4 psi 17010 85.0 psi psi Vu @ Right = 0.9 5.7 3.7 psi 85.0 psi Vu @ Top = 0.9 5.7 3.7 psi 85:0 psi ' Vu @ Bottom= 0.9 -2.2* -1.4 psi 85.0 psi --- MOMENTS ------ 9-1 --- 9-2 --- 9-3 ------ - ------ Ru--- As e d ---- . Mu/Phi @ Left = 0.16 -0.39 -0.25 k -ft 4.8 -0.15 in -2 WEI;P,EI,.STRUCTURAL ENGINEERS, INC. Title -4 STRUCTURAL/SEISMIC/FORENSIC Scope 931 W. HOLT BLVD., SUITE D-4 Number: 07/j•��ol� ONTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX:'937-0120 Dsngr Dade:********** ----------- ----------- -------------------------------------- GENERAL FOOTING ANALYSIS b. DESIGN. --------=-------------------------------------------------------------- " @ Right 0.16 0.94 0.61 k-ft 11.6 0.15 /ft 'H @ Top = 0.16 0.94 0.61 k-ft 11.6 0.15 @ Bottom= 0.16 -0'.39 -0.25 k-ft 4.8 -0.15 --- SERVICE LOAD OTM STABILITY----------- Static------- Short Term --- ' Factor of Safety Y Y AXIS 999.00 .1.76 Factor of Safety X - X AXIS 999.00 1.76 ` � � � USS C.3) " ��- - 0`S l� 7 �• �Z� 0�� I 3r_ 611 WAI 1 19 02 09:53a oz�? A o7h The surface soils encountered during our investigation were found to be non -expansive. Laboratory testing indicated an Expansion Index of 0 which corresponds with the "very low" category 1n accordance. with UBC Standard 29-2. If imported soils are to be csed during grading, they should have an Expansion Index of less than 20. The following recommendations present more detailed design criteria which have been developed on the basis of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that -zither conventional shallow continuous footings or isolated pad footings, which are supported upon properly recompacted soils, may be expected to provide satisfactory support for the proposed structures. Recompaction should be performed as described in the Site Grading Section of this report. Footings should extend at least 12 inches beneath lowest adjacent grade for one st y structures and •18 inches below grade for two-story structures. Isolated square or aular footings at least two feet s ay be designed using an allowable bearing value o o s er s uare fo t. Continuous footings at least 2 inches wide should e de ' Q ed using— an allowable earinQ value of 1800 pounds Per square toot.The allowable bearing pressures are oo_ a_ead aanncT frequently applied live loads and may be increased by 1/3 to resist wind, seismic -or other transient loading. ares ould be taken to see that bearing soils are not allowed to become saturated from the ponding of rain water or irrigation. Drainage from the building areas should be rapid and complete. The recommendations made in the preceding paragraphs are based on tie assumption that all footings will be supported upon properly compacted soil. All grading shall be performed under the testing and inspection of the Soils Engineer or :-iis representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements may result from the anticipated foundation loads. These estimated ultimate settlements are calculated to be a maximum of one inch when using the recommended bearing values. As a practical matter, differential' settlements between footings can be assumed as one-half of the total settlement Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.45 between soil and concrete may be used with dead Ioad forces only. A passive earth pressure of 300 pounds per square foot, per foot of depth, may be used for the sides of footings which are poured against properly compacted native soils. Passive earth pressure should be ignored within the upper one foot except where confined (such as beneath a floor slab). Retaining Walls' Retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf fir native backfill soils with level free -draining backfill conditions. November 4, 1997 3. Project No. 544-7042 Slodden Enolneerinn p.4 o4