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HomeMy WebLinkAbout039-540-001LAND DEVELOPMENT SHEET ENCLOSED 039-54-0-001 00-099 BRINES,RUSSEL 1 / ,i 9504 BRINES, 1C�C_ ENVTRO CONTE0— NMENTAL S HEALTH CLEARAR 039-540-001 GILLIAM, F.y 03� 9504 DILLON %A NEW 1 �M�1lI X N DA TE cI_ "�3 ANCE 807-1029 RESIDENTIAL 039-540-001 NSF D WELLING SFD-Master Plan 9504 DILLON CT(�518), GARAGE(217c GILLIAM, R H 8 MARY D MORRIS r ,5, L.O.NGFE-LLOW LUMBER CO. INC. Quality Design •Floor, Wall & Roof Systems 89 Loren Avenue o Chico, CA 95928-7434 Phone (530) 893-0112 • (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com -VITZ_ 7� -A? Z 6a REFER TO APPROVED cQ- PLANS FOR ADDITIONAL NOTES AND INFORMATION FOR THIS PROJECTI%526 CI, Customer: rA Job No: 3� T� Address: �woA) GT �vlLc-LAS• AP#:�E 0-20E (Rev. 5/05) ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Su Citrus Heights, CA 95610 (916) 676-1900 OWNER: L//LG//0/y-7 REVISION: BP#07-,/oiq A.PN: 02,q- 5'qo - 00 M DATE 07 /QeJ t/2 FILE COPY APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 LONGFELLOW LUMBER CO. INC. Quality Truss Design • Roof & Floor Systems (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 89 Loren Avenue ME Chico, CA 95928-7434 Important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the job site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S DON'TS ❑ Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on engineered drawings.) ❑ Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather, we recommend sheathing be applied over as much of the building as possible before installing outriggers and gable -end siding. ❑ Do inspect .trusses for missing plates or broken lumber. Report defects to Longfellow immediately. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. ❑ Do call Longfellow if you have questions or need additional information. ❑ Do Not cut or remove plates. ❑ Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow Lumber Co. ❑ Do Not load HVAC units, solar equipment, fire sprinklers, etc. on trusses unless truss engineering has been designed to accomodate the specific point loads. BEFORE INSTALLING"! Make certain truss sequences an end -for -end orientation are correr OD o - t O r 0 `SHAPED BLOCK CROSS BLOCK HIP . SECTION C -C RIDGE ERS COMMON TRUSSES SHAPED BLOCK CROSS BLOCK PLAN VIEW . LC ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET @ COMMON TRUSS. �PI��i��b gt vrFlms) O 5� 7�° o,E. (bv<hoil iTRUSSES TOP CHORD JACK EXTENSIONENO JACKSETBACK COMMON TRUSSES H SECTION B -B WD -2359 CALIFORNIA HIP YITsk Indusules, Inc. 6-20-91 REV, 7llol9 Z IJOTE: SEE ENG1NbE12lAl6r01- RAFrEP., TAck AND TRUSS 0fsl61U;, LATERAL 5TA1311-ITY OF ROOF sy5T6M To G'E PRouwDED lay PROTFcT DESIdvER, �,tGf��n�P12.at�vityJ �(c�f�)p4=o�� o.c. Cnuo�.) TOP ENGINEERINGRSPECIFICATIONS. —\ rACING PER /� TOP CHORD JACK EXTENSIONS HIP /2- [1-,� SECTION A -A -SUP t � F�TAckS Lis' Y�AFtt�xS ' ,pOQr CK 1 ,f W M PEE',, M. rr-v4 too -2 Nl= , bF-4— c:;R Mix. LoA�I�lEr : IaS 2S CL.L) , 7 .(P.L) O INC, = I.( So,� t tl 2p! r�'� MDnt!a -Mr CIolep t7rMA : 1�0i2 ^-o �A . 5$PigC1 NG- 24" Oe, . 5U rp"tZT S c00 . (R; OTHF-r1r-)gIZ 2-1(,J.T(c--tJci+Ls) I ; "'a 0 .4 Oa D. C. , A lo44erhi E T -, � co i1l, ', IM I v= � C��b � b�(pt�is►zs codo, w12 to -d To,E-BAILS tt �• t , � ,-.J, �A: J,.- S�tL Pte_ Gtr TG� GI IORt� I �oa►J. w/ z_o'1 gl— oil NAILS. �. c. L► eTq MAY WE 2 Loll M A E�jw �l � m 9-30-04 �rIL CJ�tM CST I=Nb T s arr CIVIL yr OF Cati�f°R 2 4 2002 .APR REv.�I894 Handling d Erection Miscellaneous Information Brocinn Inlorntetl6h " Connector Hardware Lumber MITek Industries. Inc. '. 31/0 Cold Camp Dr. 0110 Cualmf hanlFp d oogcntraa aha ry b panatad. Tamparr and prrmr7�6Jrhp Ia qry mrpm.n br Ward °6a d..b,•d Tb ufa d IM, wrpmrd dW be rpodbd by IM dm¢wr d (he Al Irrd,b s fpodiod 6 for mNof dnwa. trfdp t6.Hufl wdr mmeon r,d CMah Cuneor dnm ra mr.aw-W h am„de,be Mfl Tpl WrErtnrd bur■ptla rmrk tmm an gpwdd pure and twF.Yp 1r>Raa atuai .nd rtra4d br orhrt ?b Pada ra b b ap¢d b dr mrpwf IaW "tar V rd Iadarip an bmTa.la. N ro Cita dal hada prr drat d "Ir hada bs fppd b allrov.ur► arda earptaoe, .=A! ,td hdnatvu Imm mat abnaoad. tlr dater d IM mRf da dewva blow aiq INf mrputord. Web boat rharo mgdxd an b the data Wert hied thaw hat nd mad fool hMry node bpualr fpaeed atrq waD Ivyh. rdgi►amru DD NCf USE TNS CESICfI. ChtN monbaa w unmod b be vita mnl be Mtaod on bnh taa d IM Yerbor Mh taah fort errb.Wod. firm mm be d Ib aha. aw0a nd �� YrfpmM la.aw ed muw be d IM .4e erd epodm = rd puY b a ban. �.,�r Rancho Cordova, G 95610 (g00)1i2S3S1 Rl�ii (91��1•g21S damrpmara. berms nvf b asdatl b icer mrpnr.a r pdpr ko da Mtl Y YMtm rtSf drawiq b f6nad and ualad, YRM ►Wrdm. I+e 6 Irxaer raanMd br daahkv. �awYq oM IM dn+ctud hfpt d dta un1 dawn m da bA d dra Pdw or oa�p mrtl.h, brlbmbnv fhewn " Rda b Cha AuoTnm jid ddat dad for ddbhlma d bald Irym W Ihul na pado fpedled —De n Cr ter a CdPlright (G)1992 r CHAATEA MBeEA I_I•$�7- a n rrmodda diad re b pdna. rl�a rp. aM pmpadr bred. rrdm .m rd dads arty dafyn aniraen Mlurd MTA kidrrre- pwiled rd Chown on lhh dn.Yp. RmuJt d Nord brackq erd addlkaW trrdq lar Ila ward Ode bntlmf., Pmibn :Mm ryrymmmmdduar shad loiaf uiafa"I k. sawn ro mdtd rd a®pa ro /efpofsDa4t lar d+e latrs:arlm, hardiq, rdiprva aM 0—Ites If b be P-Idtl by Ib dmtlrtad Na oorrptdadwva. rirrmflmf anaho.n, _ ublraW mdartrar 'Ah rha bIM ror6►m d fD3, al f q /_ r/ 1(o Frralr4r d mrpurrrtt NiC rd TPl MP RTA T: READ A L T:S ON THIS DRAWING! TRULOX CONNECTION DETAIL 11 GAUGE (0.120" X 1.375") NAILS REQUIRED FOR TRULOX PLATE ATTACHMENT. FILL ROWS COMPLETELY WHERE SHOWN (*). * NAILS MAY BE OMITTED FROM THESE ROWS. THIS DETAIL MAY BE USED WITH SO. PINE, DOUGLAS—FIR OR HEM—FIR CHORDS WITH A MINIMUM 1.00 DURATION OF LOAD OR SPRUCE—PINE-FDR CHORDS WITH A MINIMUM 1.15 DURATION OF LOAD. CHORD SIZE OF BOTH TRUSSES MUST EXCEED THE TRULOX PLATE WIDTH. SUPPORTING TRUSS «, V // 1 600 MAX TRULOX PLATE ® ° o it, e'( oh o o ® ® oh °®®° ° ® ®I °®®° °��--�- o 3„ ` SUPPORTED TRUSS o4 eb MINIMUM 3X6 TRULOX PLATE TRULOX PLATE IS CENTERED ON THE CHORDS AND BENT BETWEEN NAIL ROWS. REFER TO ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN. TRULOX REQUIRED PLATE NAILS MAXIMUM LOAD SIZE PER TRUSS UP OR DOWN 3X6 9 350# 5X6 15 990# SUPPORTING TRUSS * TRULOX PLATE o ® rox ° o ° o o l l ° 60° MAX 3„L --SUPPORTED MIN TRUSS e MNIMUM 5X6 TRULOX PLATE THIS DRAWING REPLACES DRAWINGS 1,158,989 1,158.989/R 1.154,944 1,152,217 1,152,017 1.159.154 & 1,151,524 "WARNINGxx TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING. SHIPPING, BRACING, REFER TO HIB -91 QIANDLING INRA G AND HRSHL PUBLISHED REF TRULOX INSTALLING AND BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIG DR. SUITE 200, MADISON VL 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0T}�ERVLSE INDICATED, S y9,a�c� DATE 02/09/01 TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEn 1Nr, .a DRWG ' CNTRULOX0201 xxIMPORTANTxx FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE 0,043845 r - —ENG DLJ/KAR ALPINE ED C. SHALL OT WY H DEVIATION DES GEE AN FAILURE TONBU THEN TRUSSES INCONFORMANCEFFABRICA�TING. VITH G30j(!p� 7O HANDLING SHIPPING INSTALLING AND BRACING OF TRUSSES DESIGN CONFORMS APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE 4LPINE ENGINEERED PRODUCTS, IMG PON�ANO BEACH, FLORIDA AMERICAN FOREST AND PAPER ASSOCIATIOND AND TPL ALPINE CONNECTORS ARE MADE OF 20GA ASTM A633 GR4O GALV. STEEL EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERVISC• LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING�GNIL EPT THE TY�RILRDILN�O THE UUITABTYADUSE OFTHIS SOLELY FOR F12R APATCUABUILDIG ISTHE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSLTPI 1-1995 SECTION 2 d'J CSV" Qf CRUF�Q� C-: A T LITERAL BRACE hCT/hL._ j S VALit RE RAtiW9 c0N 1. 6(LACES AT Y2 011- AT (It . G. T Yf' 2120WS AGE WITP L5 P. NOT � _ =�Y2 p�l►�s a� a��Y IOD G b'' 0. G: TYP. NK-rl.Au461 V. olz Y;,' rofNT6 6RAcj-=. RAGE HOST lmE b0 % INE: LENGTH GAF TylE WEZ'.. Ttll'S VeTAIL l5 TO til: USEn A5 AN ALT. FOR ONE CONTINUOUS LATERAL 6 -RAGE. -00 L/kT�Fz,�L P�T/�IL TRvS��F✓ r� NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-10D PER WEB (TYP). MAR 2 7 -20OZ BRACE MAY BE.ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW) - RESTRAINT RE:auis Eta AT EAG ENV OF VRAGE AHO AT Z0'-0" 1NTER�lALS. REFER TO Alv-611 SUHHARY b�E:ET FOR REGOHHENVATIONE OF TIE TRU55 PLATe lNSTUTE �2�ss t MA`( ME vt MV t ,Y -re �c- q Ar WPM .oiR jo 12L4 7Ev Q 1 a5 jqc 1JOTMITI=i-- T'NE SiAE�,Y tLIiE" ",f Ay PcP., -PIE: A6 WOREf 1�e/l !112*1Y.) ST - PB02 MITak Industries, Inc;. JAN 7, 2003 Page 1 of 1 PIGGYBACK TRUSS CONNECTION DETAIL THIS CONNECTION DETAIL TO BE USED WHEN: BASE TRUSS SPAN " AND PIGGYBACK SPAN 6025" PIGGYBACK TRUSS 2 x x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH SIDE OF TOP CHORD WITH 10d NAILS AT 6" O.C. STAGGERED. i0 �O 0 USE ANY OF THE THESE TWO CONNECTION OPTIONS AT ALL BASE TRUSS JOINTS. ATTACH MITEK M20 4X8 PLATES ON EACH SIDE AT EACH BASE TRUSS JOINT. OR 12" x 12" x 1/2" PLYWOOD (or 7/16" OSB) 2 GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. ATTACH WITH 3 - 6d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) SPACE PURLINS ACCORDING TO THE MAXIM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" O.C.). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 16d NAILS. �o NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. BASE TRUSS FVARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual I component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance e6garding fabrication, quality control, storage, delivery, erection, and bracing, consul I OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. JAN 0 7 2003 Qy�piE d'l `.N �FOF Ci Job TNSS Tnlss Type Qty Ply GIWAM RESIDENCE GILL0130 Al CAL HIP 1 1 R26555192 0.16 23 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 9-10.15 6.200 s JUI 13 2005 MfTek Industries. Inc. Tue Sep 0417:10:51 2007 Page 1 49-11-0 3.2-12 1 6-3-7 a 9$12 ii 13-5-15 j 174-11 j 21-9.8 i 26.4-2 31-1.6 i 35-10-10 i 40-7-14 4551 i 49-5-0 534" i 56.1-3 59-" 3-2-12 3-0-11 3-35 043 3-7-0 5 4-1-12 4-1-12 411 4-94 4-9-4 4-9-0 4 4 -9-4 3-11-14 0-6 3-1-4 31}71 3413 Srale = 1:104.2 6x8 i 2x4 II 6.00 F72 . „ . / 3x8 = 3x10 = 5x8 WB = 3A = 3xio = y70W0 5 6 7 8 9 34 10 5x8 WB = 2x4 II 3x10 = 11 12 13 3x6 = 6x6 14 .154Q 4x8 = tils _ 4.0-0 3-0O x8 — �--�i3 36 32 37 31 30 29 28 27 38 26 25 2423 22 2139 2p—� 3x8 = 2x4 I I 3x IO = 2x4 11 3x8 = 22:4=k10 24 3x10 = 4x8 = 2x4 II 300 = 5x8 WB = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 59.64 3-2-12 9-0-12 13515 17-7-11 21-94 22 2642 31-1.6 35-10-10 40-714 455-1 49114 561-3 56.6.0 1--�� F I I f°(° I I I i I Ir, I 3-2-12 0.94 54-12 3-11-3 41-12 41-12 04-12 494 4-94 49-4 494 4-6-3 6-1-15 0-4-13 3-11-14 3.0.0 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.16 23 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.31 22-23 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.08 20 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 327111 LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.1 G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 33=1084/0-5-8, 28=4785/0-5-8, 20=2342/0-5-8 Max 1-1orz33=105(load case 3) Max Uplift33=-63(load case 5), 28=-45(load case 5), 20=57(load case 3) Max Grav33=1093(load case 6), 28=4785(load case 1), 20=2343(load case 7) Sheathed or 3-9-10 oc purlins, except 2-0-0 oc purlins (3-5-2 max.): 4-15. Rigid ceiling directly applied or 6--0-0 oc bracing. 1 Row at midpt 6-28, 10-27.17-20 2 Rows at 1/3 pts 9-28 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=102/476, 2-3=33/434, 3-4=378/0, 4-5=329115, 5-6=0/93, 6-7=0/2590, 7-8=0/2590, 8-9=0/2590, 9-34=0/90, 10-34=0/90, 10-11=2830/158, 11-12=2830/158, 12-13=2830/158, 13-14=3134/206, 14-35=2416/208, 1535=2416/208, 15-16=13/0,15-17=2668/188,17-18=-14/155,18-19=75/193 BOT CHORD 1-33=379/106, 33-36=0/182, 32-36=0/182, 32-37=93/162, 31-37=93/162, 30-31=9461138, 29-30=946/138, 28-29=946/138, 27-28=-86/78, 27-38=0/1712, 26-38=0/1712, 2526=0/1712, 24-25=28/3216, 23-24=28/3216, 22-23=28/32116,22-39=44/31134, 21-39=44/3134, 20-21=30/118011.19-20=1126176 WEBS 3-33=-804/0, 3-32=0/348, 4-32=312/81, 532=0/618, 5-31 =9211112, 6-31 /1312, 6-30=0/322, 6-28=230217, 9-28=3487/62, 9-27=0/1911, 10-27=2532/54, 10-26=0/363, 10-255/1559, 12-25=-462/128, 13-25=-633/36, 13-23=0/304 13-22=145/0, 14-22=0/422, 14-21=1074/17, 15-21=0/498, 17-21=41/918, 17-20=2706/150, 18-20=238/77, 2-33=204/77, 7-28=574/154 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 60 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 10-0.0 right side setback, 10-0-0 left side setback, and 7-0-0 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 477 Ib down and 166 Ib up at 49-9-3, and 145 Ib down at 9-8-8, and 100 Ib down at 0-0-0 on top chord, and 325 lb down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 A WARNING - VerjN design panameb-s and READ NOTES ON TMS AND DVCLUDED MITBR NEAERENCE pAGZ MIL7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parnmenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibOrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing. consult ANSIAPII Quality Crtleda, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onof ib Drive. Madison, WI 53719. OQRpFESSI \ S COT 0 Q m rx-p�'Afl 6433 * -09 *� MiTek' 7777 Greenback Lane. Suite 109 5,2007 Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 Al CAL HIP 1 1 R265°5192 , Job Reference o tions i w — — na Inuu—s. inc. I ue Sep W 1 vivo i 2uut Page 2 NOTES 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptl) Vert: 14=52, 4-35=111, 15-35=79, 1516=52, 15-19=52, 1-33=20(11c=6), 33-36=14, 36-37=30(F=16), 20.37=30(F=16), 19-20=36(F=22) Concentrated Loads (lb) Vert: 1=10O(F) 4=145(1`) 15=477 36=325(1`) WARNING • Verify design paramerera and READ NOTES ON TIDE AND fNCL1771ED MITER REPERF.NCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporuibillity of the M( lek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding lubrication, quality control. storage, derNery, erection and bracing, consult ANSI/Wil Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Ohorno OrNe. Madison, WI 53719. Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 A2 CAL HIP 1 1 826555193 -0.06 19-20 >999 240 ria TCDL 10.0 Job Reference o tions 1 4-2-12 I 11b12 11-11().16 17-7-9 1 22.6-1 s I 28-io 6 I 36-11.1 1 41-10-6 I 47-7-1 47-11-4 52-2.9 I 56-1d i 59." 1 4-2-12 740 043 541-10 4-11-5 6.17 8-0.11, 4-11-5 5-8-11 043 435 �4.0-111 3-2-12 Scale = 1:104.2 8x8 i I 8.00 12 12.0.0 3i 3x10 = 3x6 = 3x8 = 5x8 WB = 3x6 = 3x6 = 4 5 8 7 8 9 6x6 10 4M t 25 22-414 23 22 21 20 19 18 17 16 15 10:2:m ' 2x4 II 3x10 = 5x8 WB = 2x4 11 3x6 = 3x8 = 3x10 = 3x6 = 2x4 11 3x8 = 3x6 = 5x8 WB = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 591-0 1 4-0-0 4.202 111-12 1 17-7-9 I 22.6.15 22 -?-0 28-11-10 1 3546 1 41-10-6 47-11-4 1 52-2.9 i 5644 56 0 4-0.0 0.2-12 74-0 6-0-13 4-115 0.0.1 8410 6412 61-0 6-0.14 435 4.0.11 0.2-12 3.0-0 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.06 19-20 >999 240 ria TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.14 19-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.02 14 I'm � M, 4M t 25 22-414 23 22 21 20 19 18 17 16 15 10:2:m ' 2x4 II 3x10 = 5x8 WB = 2x4 11 3x6 = 3x8 = 3x10 = 3x6 = 2x4 11 3x8 = 3x6 = 5x8 WB = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 591-0 1 4-0-0 4.202 111-12 1 17-7-9 I 22.6.15 22 -?-0 28-11-10 1 3546 1 41-10-6 47-11-4 1 52-2.9 i 5644 56 0 4-0.0 0.2-12 74-0 6-0-13 4-115 0.0.1 8410 6412 61-0 6-0.14 435 4.0.11 0.2-12 3.0-0 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.06 19-20 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.14 19-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.02 14 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 314 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 OF Std G BOT CHORD WEBS REACTIONS (Ib/size) 25=682/0,".21=2078/0-5-8.14=121-1/0-5-8 Max Horz25=106(load case 4) Max UpIWQ5=95(load case 5), 14=28(load case 3) Max Grav25=695(load case 6), 21=2078(load case 1), 14=1214(load case 7) Sheathed or 5-9-6 oc purlins, except 2-0-0 oc purlins (5-0-5 max.): 3-10. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt .6-21,9-16 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=109/254, 2-3=233/46, 3-0=142/69, 4-5=0/246, 5-6=W788,6-7=11146/30, 7-8=1146/30.8-9=1250/17,9-10=1014/23. 10-11=1163/8,11-12=1029/0,12-13=-81/203 BOT CHORD 1-25=162/106, 24-25=162/164.23-24=246197, 22 -23=788/23,21-22=788/23,20-21=0/498.19-20=0/498,18-19=0/1146, 17 -18=0/1146,16-17=0/1250,15-16=0/874,14-15=138/82.13-14=138/82 WEBS 2-25=584/128, 2-24=0/308, 3-24=320/78, 4-24=0/493, 4-23=579/20, 5-23=0/848, 5-21=968/19, 6-21=1628/0, 6-20=0/255 , 6-19=0/834, 8-19=-435/48, 8-17=0/163, 9-17=51/74, 9-16=381/28, 10-16=0/268, 11-16=20/237, 11-15=356/41, 12-15=0/1086.112-14=11122/36 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 60 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=52, 3-10=52, 10-13=52, 1-25=20(F=6), 14-25=14, 13-14=20(F=6) WARNING - VerW design parameters and READ NOTES ON TWS AND DJCWDED WTEE REFERENCE PAGE AW -7473 BEFORE USE Design valid for use only with MRek connectors. This design is based only upon parameters shown. and is for an individual balding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibliGty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery. erection and bracing. consult ANSI/1PI1 Quality Criteria, DSB-89 and SC511 Building Component Safety Into 10 availss able from TruPlate Institute. 583 UOnot o Drive, Madison, WI 53719. oQEt0FESS/0, S. 03 w C 04 ®tom} Mitek' 7777 Greenback Lane, Suite 109 5,2007 Job Truss Truss Type Oty Ply GIWAM RESIDENCE GILL0130 A2A CAL HIP 1 1 r 826555194 BC 0.27 Vert(TL) -0.11 18-20 >999 180 BCLL 0.0 Rep Stress Incr NO (optional) 17-11-12 4.2-12 8-3-0 131-12 13-1415 , 22-7.6 28.411 34-2 13 40-1-3 45-7 1 45-11.4 51-2-9 56-3-4 5950 I I„� } I—� I-�I r- 42-12 4.0.10 5-3{ 0.4-3 4513 47-10 5-9-5 5-10.2 5-10-7 5513 0-4-3 5-3.5 5-0-11 3-2-12 fie =1:104.2 6x8 G 3x8 = 3x8 = 3x8 = 3x6 = 5x8 W8 = 3x10 = 6x8 6.00 12 4 5 6 7 8 9 10 11 14.0-0 _ 4 tlt8 _ I 1126 22.4.4 Sz,A�J-122 21 20 19 18 177 18 15 2x4 11 3x8 = 300 = 5x8 WB = 3x6 = 3x8 = 2x4 I I 3x10 = 3x6 = 2x4 11 3x6 = 3x6 = 5x8 WB = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 59.6-0 �r 4-0-0 4412 8-3-0 i 13-6-12 i 17-11-12 1 22-7-0 22-7-0 28511 1 342-1-3 40.1-3 45-11-4 i 51-2.9 I 56-3.4 56 0 i 4-0-0 0-2-12 4.0-10 5-35 4.5-0 474 0-0-6 5.95 5-10.2 5-10.7 5.10.1 5.3.5 5.0.11 0-2-12 3-0-0 LOADING (psi) SPACING 2.0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.05 18 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.11 18-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 15 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 340 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 27=701/0-5-8.22=2050/0-5-8.15=1219/0-5-8 Max Horz 27=1 25(load case 3) Max UplifQ7=-88(load case 5), 15=26(load case 3) Max Grav27=722(load case 6), 22=2050(load case 1), 15=1223(load case 7) Sheathed or 5-11-0 oc purlins, except 2-0-0 oc purlins (64)-0 max.): 4-11. Rigid ceiling directly applied or 6.0-0 oc bracing. 1 Row at midpt 7-22, 9-21, 10-20, 10-17 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=104/313, 2-3=231/0, 3-4=154/75, 4-5=90/86, 5-6=0/217, 6-7=0/630, 7-8=282/93, 8-9=282/93, 9-10=-851/57, 10-11=987/41, 11-12=1153/25,12-13=1135/0,13-14=83/188 BOT CHORD 1-27=230/108, 26-27=2301157, 25-26=4/246, 24-25=217/134, 23-24=630/66, 22-2330/66, 21-22=0/282, 20-21=0/851, 19-20=0/1085, 18-19/1085, 17-18=0/1085, 16-17/962, 15-16=122/83, 14-15=122/83 WEBS 2-27=626!77, 2-26=0/444, 3-26=146!75, 3-25=113/14, 4-25=240/39, 5-25=0/459, 5-24=587/18, 6-24=01773, 6-22=922/16, 7-22=1372/0, 7-21=07737, 9-21=-874/0, 9-20=0/424.10-20=361/0,10-18=0/199,10-17=235/50, 11-17=0/263, 12-17=-44/121, 12-16=278/60, 1316=0/1135, 13-15=1129/43 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 60 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=52, 4-11=52, 11-14=52, 1-27=20(1`=6), 15-27=14, 14-15=20(1`=6) �OQFtOF ESS/S. O,��C Q � W C 046493 T. OF ber 5,2007 WARMO - Verify design panameters and READ NOTES ON THIS AND INCLUDED BDTEK BEPERP-NCE PAGE AM 7473 BEFORE USE. Design valid for use only with Mi -Tek connectors. The design is based only upon parameters shown, and is for an individual budding component. Applicability of design lowamenters and proper incorporation of component is responsibility of budding designer- not truss designer. Bracing shown ;� o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the MI leW erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding ,. fabrication, quofity control, storage. delivery. erection and bracing. camull ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Budding Component Safety Information available from Truss Plate Institute. 5113 D'Onofno Drive. Madison, WI 53719. 7777 Greenback lane, Suite 109 Job Truss Truss Type Qty Ply - GILLOM RESIDENCE GILL0130 IL,,.me.,,.. A28 CAL HIP 1 1 826555195 DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 Job Reference (optional) 6.200 s Jul 13 2005 MTek Industries, Inc. Tue Sep 04 17:10:53 2007 Page 1 1 4-2-12 I 11-10-15 1 15.6-17 7-7-Q I 22.6-15 1 28-1 D-6 I 36-11.1 I 41-10.6 91.�1A 47-7-1 i51 -7A 1 Sf 3A 150-6-0 4-2-12 7-6-3 3-7-13 2413 4-11-5 6-3-7 8-0.11 4-11-5 2414 3-7-13 4.0.3 4.6.0 3-2-12 Scale = 1:104.2 6x8 i 3x6 = 3x10 = 5x8 WB = 3x6 = 6x8 2x4 II 3x6 = 3x10 = 5x8 WB = 2x4 II 3,6 = 3x10 = 3x6 = 2x4 11 TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 59.6-0 440 4-22212 154x12 17-7-91 221-15 22-7-0 28-11-10 1 35." � 41-101 43-11.4, 51-74 56-34 561-0 440 0.2-12 11-011 2413 4-11-5 0.0.1 6-0-10 64-12 680 2414 7-8-0 4.8.0 0-2-12 REACTIONS (Ib/size) 23=711/0-5-8,19=203310-5-8.13=1227/0-5-8 Max HDrz23=143(load case 3) Max Uplift23=96(load case 5), 13=29(load case 3) Max Grav23=740(load case 6), 19=2033(load case 1), 13=1232(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=106/329.2-3=255/0,3-4=143/126,4-5=59/122. 5-6=0/510, 6-7=902176, 7-8=902/76, 8-9=956/69, 9-10=1146/46, 10-11=114010, 11-12=81/217 BOT CHORD 1-23=248/109, 22-23=248/169, 21-22=30/276, 20-21=510/71, 19-20=510171,18-19=01429,17-18=01429.16-17=01902, 15-16=0/902,14-15=0/982,13-14=154/84,12-13=154/84 WEBS 2-23=-653/68,3-21=1190/21, 4-21=390/60, 5-21=Of785, 5-19=936/30, 6-19=1356/0, 6-18=0/245, 6-17=0!700, 8-17=4115/59.8-15=52/95. 9-15=0/213, 10-15=-62/83, 10-14=304/84, 11-14=0/1200, l l-13=1146/29, 3-22=177/104, 2-22=8/520 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chard dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 60 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verlicals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 WARNING - Vert/tr design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek conneclors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paramentefs and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsbil ly of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Inforrnation available from Truss Plate Institute. 583 D'Onohro Drive. Madison. WI 53719. OFESS/0 S' Titic Fy UJ CA433 Tn MW.' 34 2 1 Kill m 7777 Greenback Lane, Suite 109 5,2007 340 Plate Offsets (X Y): f7:0-4-0.0-3-41 f 16:0-4 0 0-0-4) (20.0-4-0 0-0-41 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.07 14-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.15 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.02 13 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 322 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 5-7-3 oc purlins, except BOT CHORD 2 X 4 DF No.1 G 2-0-0 oc purlins (6-0-0 max.): 4-9. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-21, B-15,10-15 2 Rows at 1/3 pts 6-19 REACTIONS (Ib/size) 23=711/0-5-8,19=203310-5-8.13=1227/0-5-8 Max HDrz23=143(load case 3) Max Uplift23=96(load case 5), 13=29(load case 3) Max Grav23=740(load case 6), 19=2033(load case 1), 13=1232(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=106/329.2-3=255/0,3-4=143/126,4-5=59/122. 5-6=0/510, 6-7=902176, 7-8=902/76, 8-9=956/69, 9-10=1146/46, 10-11=114010, 11-12=81/217 BOT CHORD 1-23=248/109, 22-23=248/169, 21-22=30/276, 20-21=510/71, 19-20=510171,18-19=01429,17-18=01429.16-17=01902, 15-16=0/902,14-15=0/982,13-14=154/84,12-13=154/84 WEBS 2-23=-653/68,3-21=1190/21, 4-21=390/60, 5-21=Of785, 5-19=936/30, 6-19=1356/0, 6-18=0/245, 6-17=0!700, 8-17=4115/59.8-15=52/95. 9-15=0/213, 10-15=-62/83, 10-14=304/84, 11-14=0/1200, l l-13=1146/29, 3-22=177/104, 2-22=8/520 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chard dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 60 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verlicals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 WARNING - Vert/tr design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek conneclors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paramentefs and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsbil ly of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Inforrnation available from Truss Plate Institute. 583 D'Onohro Drive. Madison. WI 53719. OFESS/0 S' Titic Fy UJ CA433 Tn MW.' 34 2 1 Kill m 7777 Greenback Lane, Suite 109 5,2007 Job Truss Qty Py GILLIAM RESIDENCE GILL0130 Ata F---S-SITYpe 1 1 826555195 .,�„�e-.......�...,_._ Job Reference (optional) o—u s am ro — mr i eK mausmes, mc. r ue bep ua i riu:o3luur rage LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 14=52, 4-9=52, 312=52, 1-23=20(F=-6), 13-23=14, 12-13=20(F=-6) WARNING - Verth design panarneiem and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. _ •" �� ` Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer- not truss designer. Bracing shown r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbi liy of the M ITeIC' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding Safety Information quality control. storage. delivery. erection and bradn9. consult ANSI/TPI I Quality Criteria. DSB-89 and BCSI I Budding Component 7777 Greenback Lane. Suite 109 Satey Inlormallon available ham Truss Plate Institute. 583 D'Onof o Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply GILLIAM RESIDENCE Plates Increase 1.25 TC 0.49 Vert(LL) -0.07 16-17 >999 240 MT20 220/195 TCDL 10.0 826555196 GILL0130 A2C CAL HIP 1 1 I Horz(TL) 0.02 15 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Jab Reference o tions L—,ver C... mc., /deal. Ca. yayze-7434, man vietz 6.200 s Jul 13 2005 MTek Industries. Inc. Tue Sep 04 17:10:54 2007 Page 1 4-2-12 1 11-10.15 I 176-12 17-f-4 22-6-15 I 28-10,6 I 36-11.1 1 41-10.6 41-114 47-7-1 IM -01 56-341 1 sq." n 4-2.12 741-3 5-7-13 0-0-13 4-11-5 6-3-7 8-0-11 4-11-5 0-0-14 5.7-13 1-10-15 0.94 3-2-12 Scale = 1:104.2 8x8 i 5x6 = 3x10 = 5x8 WB = 5x6 = 6x8 I - i 25 292-0-4 93 22 1 20 19 18 17 16 1� 2x4 II 4x6 = 5x8 WB = 2x4 II 5x6 = 3x10 = 44 = 2x4 11 TEMP. AND PLSK0 HENT 13FOlk1NG PLAN SHALL BE DESIGNED BY CffAM181ED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 59-6-0 I_ 4-0-0 4-2.12 17.6.12 17-7-9 22-6-15 22--0 28-11-10 + 35-4.8 41-106 41-11-4 49.6-0 { 56-14 56#9 r 4-" 0.2-12 134.0 043.13 4-11-5 0.0-1 6.4-10 64-12 680 0-0-14 7.6.12 6-9-0 0-242 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.07 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.15 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.02 15 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 339 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.1 G WEBS 2 X 4 OF Std G BOT CHORD WEBS REACTIONS (Ib/size) 25=70510-5-8, 21=2043/0-5-8, 15=122310-5-8 Max Horz 25= 1 62(load case 4) Max Uplift25=92(load case 5), 15=28(load case 3) Max Grav25=744(load case 6), 21=2043(load case 1), 15=1232(load case 7) Sheathed or 5-7-3 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-10. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-23, 5-23, 6-21, 9-19, 9-17, 11-17 2 Rows at 1/3 pts 7-21 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=107/303, 2-3=312/22, 3 4=190/30, 4-5=41/225, 5-6=0/168, 6-7=0/473, 7-8=790193, 8-9=790/93, 9-10=864/88, 10-11=1049/70, 11-12=1104/0,12-13=1247/0. 13-14=85/156 BOT CHORD 1-25=218/110, 24-25=2181200, 23-24=44/295, 22-23=473/98, 21-22=-473/98, 20-21=0/384, 19-20=0/384, 18-19=0/790, 17-18=01790, 16-17=0/1050, 15-16=85/81, 14-15=85/81 WEBS 2-25=644/97, 4-23=344/25, 5-23=380138, 6-23=01754, 6-21=944/15, 7-21=1309/0, 7-20=0/260, 7-19=0/651, 9-19=422/45, 9-17=6/158.10-17=0/200, 11-17=225/45, 11-16=167/96, 13-15=1132/63, 4-24=-64/130, 2-24=2/472, 13-16=0/1166 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 60 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 AWARNING - V erdesign g parameters and READ NOTES ON THIS AND INCLUDED 1117TER REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only wilh MiiFek connectors. This design is based only upon parameters shown, and Is for an individual budding component. Applicability of design paromenters and proper incorporation of component is responsibility of budding designer - not Irws designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the erector. Additional permanent bracing of the overall structure is the responubility, of the budding designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and bracing, consult 'ANSI/TPII Quality Criteria, DSB-89 and BCSfI Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. oQ?,OFESS/p,�� S T�Nc��ti M C OW433 *\ EAI,11-09 * J* OF NNW 7777 Greenback Lane. Suite 109 5,2007 Job Trus 5 Truss Type City Ply GILLIAM RESIDENCE ' 826555196 GILL0130 A2C CAL HIP 1 1 I Job Reference o trona Lu..y.cuv.. s.uvmv, w., mc, Ci i—. Ca. soam-raoa, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=52, 5-10=52, 10-14=52, 1-25=20(F=-6), 15-25=14, 14-15=20(F=6) 6.200 s Jul 13 2005 MTek Industries, Inc. Tue Sep 04 17:10:54 2007 Page 2 WARNING f - V design erjNj 8 pararneters and READ NOTES ON TATS AND INCLUDED ADTEE REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with ANTek connectors. This design is hosed only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown ;� is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction k the responsibility of the M I leW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding e— fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply LUAM RESIDENCE 1-11-3 3-0-3 64-10 1 64-12 I 4614 1-11-2 6-1-10 8-3-4 i 0-2-12 826555197 GILL0130 D CAL HIP 1 1 Lb LOADING (psf) SPACING 24)-0 Reference optional) 22.6-15 6.200 s Jul 13 2005 MTek Industries, Inc. Tue Sep 04 17:10:54 2007 Page 1 E1151 -Ed 42-12 11-10-15 17-7-9 1 b-1 28-10.6 39-11-4 47-7-1 48T0-0 56 36-11-1 ,-34 59E-0 I I I � 21 I I I� I—i I S' 42-12 7-8-3 5-8-10 1-11-3 3-0.3 6-3.7 84-11 3-0-3 1-11-2 5.8-11 04-15 8-34 3 rale = 1:104.2 -2-12 3x10 = 6x8 5x6 = 5x8 WB = 5x6 = 6x6 C l 23 22-421 21 120 19 16 17 16 A i 2x4 II 41 4XG 2X4 EMP. TEMP. AND PERMABRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. 4x6 2x4 NENT I I DESIGNER AND APPR9)(Frg BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 59-M 1 4-0-0 4212 17-7-9 ift-6.12 22 -?-0 28-11-10 -r 354E 39-114 4,1-l" 48.0-0 56-34 56-0-0 4-0-0 0-2-12 134.13 1-11-3 3-0-3 64-10 1 64-12 I 4614 1-11-2 6-1-10 8-3-4 i 0-2-12 0�1 340.0 Plate Offsets (X,Y): f3:04 -0,0-3-41 r8:04-0.0-341. [12:0-4-0.0-341 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.08 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.17 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 15 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 358 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 5-2-13 oc purlins, except BOT CHORD 2 X 4 DF No.1 G 2-0-0 oc purlins (6-0-0 max.): 5-10. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-21, 5-21, 6-20, 9-18, 11-17 2 Rows at 1/3 pts 7-20 REACTIONS (Ib/size) 23=714/0-5-8,20=202910-5-8,15=1228/0-5-8 Max Horz 23=1 62(load case 3) Max Uplift23=-82(load case 5), 15=2(load case 3) Max Grav23=753(load Case 6), 20=2029(load case 1), 15=1239(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=109/272, 2-3=332/0, 34=178(34, 424=0/237, 5-24=0/299, 5E=0/209, 6-7=0/407, 7-8=721/58, 8-9=721/58, 9-10=785/46, 10-25=831/46, 11-25=970/0, 11-12=1115/0, 12-13=1290/0, 13-14=90/99 BOT CHORD 1-23=183/108, 22-23=183/212, 21-22=29/300, 20-21=407/115, 19-20=0/364, 18-19=0/364, 17-18=0(721, 16-17=0/1071, 15 -16=211f77,114 -15=21r77 WEBS 2-23=-646/108, 4-2153/28, 5-21=390/0, 6-21=0/753, 6-20=941/0, 7-20=1252/0, 7-19=0/262, 7-18=0/615, 9-1828/7, 9-17=0/225, 10-17=0/179, 11-17=354/50, 11-16=92/127, 1315=-1129/63, 422=3/200, 2-22=0/426, 13-16=011 11 2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy Category 1, condition I enclosed building, of dimensions 120 ft by 60 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=52, 5-10=52, 10-14=52, 1-23=20(F=6), 15-23=14, 14-15=20(F=6) WARNING - Verl/Jr design pammetera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual budding component. Applicability of design paramenters and proper Incorporation of component is responsibility of budding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erector. Additional permanent bracing of the overall structure is the responnbiliy of the building designer. For general guidance regarding fabricalion, quady control. storage. delivery. erection and bracing, consull ANSI/TPII Quality Criteria, DSBE9 and SCSI] Building Component Safety Information available from Truss Plate institute. 583 D'Onofno Drive. Madison, WI 53719. QROFESS/O�ql 0 UJ C 0 643 X -09 q OFC pt mber 5,2007 vaI Mi -Tek' 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 A3 CAL MIP 6 1 826555198 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.06 17-18 >999 240 Job Reference (optional) 6.200 s Jul 13 2005 Mtrek Industries, Inc. Tue Sep 04 17:10:55 2007 Page 1 26-10.9 1 7-5-12 14415 21-6-12 21-1A-15 1 32-7-7 1 37-7-1 37 -1? -4 45-1-1 1 52.0.4 1 59-6-0 7-5-12 6-11-4 7-1-13 043 4-11-9 5-8-15 4-11-9 043 7-1-13 6-114 7-5.12 Style = 1:110.6 5x6 = 5.8 i 3x10 = 5x8 7744 3x6 // 2x4 11 3x6 = 5x8 WB — 2.4 11 3x8 = V 3x8 = 2.4 11 318 ' TEMP. AND PERMANENT:RIRACiNG PLAN SHALL BE DESIGNED BY!Qb)A *ED BLDG. DESIGNER AND APPROVED @JARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 1 4-0 i 7-5-12 I 144-15� 211x122; 29-9-0 37-114 45-1-1 52.04 56.6-0 1 I 4-0-0 3-5-12 6-114 7-1-13 0.9.8 74-12 8-24 7-1-13 6-114 159-6-0 4-5-12 3-0-0 Plate Offsets (X Y): 13:04-0.0-3-01 [10:04-o,0.341, 116:04-0.0-0-41, [21.0-4-0 0-0-41 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.06 17-18 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.12 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.03 13 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 365 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 5-9-2 oc purtins, except BOT CHORD 2 X 4 DF No.1 G 2-0.0 oc purlins (6-0-0 max.): 5-8. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-20, 5-20, 7-17, 8-17, 9-17, 6-19 2 Rows at 1/3 pts 7-19 REACTIONS (Ib/size) 19=2059/0-5-8,24=699/0-5-8,13=1212/0-5-8 Max Horz 24=1 99(load case 3) Max Uplift24=-86(load case 5), 13=21 (load case 5) Max Grav 19=2059(load case 1), 24=765(load case 6), 13=1215(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=124/451, 2-3=243/123, 3-4=98/179,4-5=0/438, 5-6=01349,6-7=0/383.7-8=-663/125.8-9=-814/111, 9-10=1015/30, 10-11=1161/0,11-12=104/359 BOT CHORD 1-24=321/136, 23-24=91/339, 22-23=91/339, 21-22=132/298, 20-21=132/298, 19-20=3711162.18-19=0/321. 17-18=0/321, 16-17=0/965,15-16=0/965,14-15=0/973.13-14=0/973,12-13=240/119 WEBS 2-23=0/164, 2-22=137/28, 4-22=0/316, 4-20=535/32, 5-20=235/23, 7-19=1205/0, 7-17=0/595, 8-17=73/104, 9-17=431/49, 9-15=0/248, 11-15=18/52, 11-14=0/185, 2-24=824/52, 11-13=1594/0, 6-20=0/553, 6-19=-899/3.7-18=0/257 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 60 ft with exposure C ASCE 7-93 per UBC97/ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to water RpFESS10 prevent ponding. ) is truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. Q /y S 5 A plate rating reduction of 20% has been applied for the green lumber members. ���,� `p�R \\�`` �/ v 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LU C 0 3 � LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 09 1-0 Uniform Loads (plf) j Vert: 1-5=52, 5-8=52, 8-12=52, 1-24=20(F=-6), 13-24=14, 12-13=20(F=6) A /f A 4 OF 5,2007 WARNING - Ver(y design parameters and RFAD NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only with Wei: connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of budding designer- not truss designer. Bracing shaven HT 1 is for lateral support of individual web members only. Additional temporary bracing to insure slability, during construction is the responsibillity, p of the 1 V 111e.k7 erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quali y Control storage. delivery. erection and bracing, consult ANSI/rPil Quality Criteria, OSB -89 and BCSI7 Building Component Safely Information available from Truss Plate Instifuie. 583 D'Onofrro Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty 7-5-12 144-15 21.6.12 21- 15 I I I GILLIAM RESIDENCE 37-7-1 37- 4 45.1-1 I �a 52.0-4 59.6-0 i 7-5-12 6-114 7-1-13 043 411-9 5$15 411.9 04-3 7-1-13 826555199 GILL0130 A4 CAL HIP 1 JPly 1 l' 22-0-0 6.200 s Jul 13 2005 MTek Industries. Inc. Tue Sep 04 17:10:56 2007 Page t 26-10-9 7-5-12 144-15 21.6.12 21- 15 I I I 32-7-7 i 37-7-1 37- 4 45.1-1 I �a 52.0-4 59.6-0 i 7-5-12 6-114 7-1-13 043 411-9 5$15 411.9 04-3 7-1-13 6-114 7-5-12 1:104.2 6x12 i 3x10 = 6x8 411 56 l' 22-0-0 20-6.10 -- - -- .. .- '- ;>-O-u 3x6 / 2x4 3x6 = 5x8 = 2x4 II 3x10 = 3x6 = 2x4 II 3 11 5x6 = 4x6 = 5x8 WB = I 4-0-0 ) 7-5.12 144 -6-10 21f-�15 20 2 29-9-0 37-114 45-1-1 52-04 56.6-0 I 59.6-0 f f r-1 I 4-0-0 3-5-12 6.114 6-1-11 1-0-2 8-24 8-24 7-1-13 6-114 45.12 3.0-0 Plate Offsets (X,Y): 13:0-4-0.0-341 f5:0-3-8.0-3-01, f9'0-4 0 0-3-41 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.09 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.18 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.04 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 351 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 5-4-10 oc purtins, except BOT CHORD 2 X 4 DF No.1 G 24)-0 oc purlins (6-0-0 max.): 5-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 419, 6-16.7-16.8-16 2 Rows at 1/3 pts 6-18.5-19 REACTIONS (Ib/size) 19=2032/0-5-8,23=646/0-5-8.12=129210-5-8 Max Horz 23=200(load case 3) Max Uplift23=80(load case 5), 12=18(load case 3) Max Grav19=2032(load case 1), 23=724(load case 6), 12=1309(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=123/455, 2-3=170/123, 3-4=251179,4-5=0/480,5-6=0/271. 6-7=829/119.7-8=995/1104,8-9=11 1179/25, 9-10=1324/0, 10-11=104/357 BOT CHORD 1-23=323/136, 22-23=75/307, 21-22=75/307, 20-21=135/243, 19-20=135/243, 18-19=268/164, 17-18=0/504, 16-17=0/504,15-16=0/1 110. 14-15=0/1110, 13-14=0/1081,12-13=011081, 11-12=239/119 WEBS 2-22=0/182, 2-21=189/35,4-21=0/283,4-19=-480/48, 518=0/740, 6-18=1231/0, 6-16=0/547,7-16=36/152,8-16=-404/50. 8-14=0/229.10-14=8/54,10-13=0/185, 6-17=0/306.5-19=1296/0,2-23=-777/41, 10-12=1735/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 It by 60 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 OF ESS/ 3) Provide adequate drainage to prevent water ponding. QR 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. S. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). U tr LOADCASE(S) Standard of 46433 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 XP 1-09 {r Uniform Loads (plf) Vert: 1-5=52, 5-7=52.7-=52, 1-23=20(F=-0), 12-23=14,111-12=20(F=-6) 'f /f OF 5,2007 A WARNING - T7er(/Ij design parameters and READ NOTES ON TNTS AND INCLUDED WTEE REFERENCE PAGE AW -7473 BEFORE USE. �� s Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual budding component. Applicability of design poramenters and proper incorporation of component is responsibility of budding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I VI I lp�;� W erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication• quality control. storage. delivery, erection and bracing. consult ANSI/TPll Quality Criteria, DSB-69 and BCSII Building Component Safety Information available from Trun Plate Institute. 583 D'Onohw Drive. Madison. WI 53719. 7777 Greenback lane. Suite 109 Job Truss Thus Type Qty Ply GIWAM RESIDENCE GILL0130 AS CAL HIP ItI 4-0-0 3-5-12 6-114 7-1-13 0-1-10 8-0-10 8-24 7-1-13 6-114 2-4-1 R26555200 Plate Offsets Offsets (X.Y1f3:0-40 0-3.41.[18:0-4.0 0-0 410-3-d�, f 18:0-4-0 0-0-4 LOADING (psf) SPACING 2-0-0 CSI u.c..0 auui ,�cwa m,�cn n,uuau, ,c. ,uc xyuv �i. �u.�u avi rcyc i 7.5-12 I 14415 I 21.6-17 21-1��is26-10-9 1 a2 7 7 I 37 7 1 a7 }}-4 4s/ 1 1 52-0-4 X54-4-5 7-5-12 6-11-4 7-1-13 0.43 4-11-9 5-8-15 4-11-9 043 7-1-13 6-114 241 Scale: 1/8-=1' 6x8 3x10 = 8x8 1 20 19 18 17 16 15 14 13 12 11 1 3-0-0 —3XI)5.8 2x4 II 3x10 = 4x8 = 4x8 =3x8 II TEMP. AND PERMANENT BxRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. �4-0-0i7-5-12�14415�21-0-12 211-6 29.9-0037-114445-1-1 52-0-4�5445�5-12�14415�21-6-12 21116 29.9-0037-11445-1-1 52-0-454-4-55 4-0-0 3-5-12 6-114 7-1-13 0-1-10 8-0-10 8-24 7-1-13 6-114 2-4-1 Plate Offsets Offsets (X.Y1f3:0-40 0-3.41.[18:0-4.0 0-0 410-3-d�, f 18:0-4-0 0-0-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.07 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.12 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.02 11 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 334 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 5-11-9 oc puffins, except BOT CHORD 2 X 4 DF No.1 G 'Except' 2-0-0 oc purlins (6-0-0 max.): 5-7. 11-14 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std G 6-0-0 oc bracing: 1-21,17-19. WEBS 1 Row at midpt 4-17, 5-17, 6-15, 7-15, 8-15 2 Rows at 1/3 pts 6-17 REACTIONS (Ib/size) 17=1986/0-5-8, 11=950/Mechanical, 21=667/0-5-8 Max Horz 21 =231 (load case 4) Max Upl'Ift21=-04(load case 5) Max Gravl7=1986(load case 1), 11=973(load case 7), 21=706(toad case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=124/453.2-3=142/92.3-4=0/148,4-5=0/486,5-6=0/353, 6-7=691/120,7-8=-847/106,8-9=1075/30, 9-10=643/0 BOT CHORD 1-21=321/136, 20-21=95/242, 19-20=95/242, 18-19=108/191, 17-18=108/191, 16-17=0/428, 15-16=0/428, 14-15=0/894, 13-14=0/895,12-13=0/584.11-12=0/0 WEBS 2-20=0/173,2-19=168/44.4-19=0/304, 4-17=510/46, 5-117=586/49.6-17=11176/0. 6-15=0/475,7-15=75/103. 8-15=297/60, 8-13=57/125, 9-13=0/351, 9-12=615/46, 6-16=0/288, 2-21=750/20, 10-11=972/0, 10-12=0/906 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 60 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ES$/�� 3) Provide adequate drainage to water prevent ponding. �Q��f 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S �� 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to for girder(s) truss to truss connections. 01 Z 7) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). UJ C 6433 Cr LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * C� Continued on page 2 �0 AL1AL 5,2007 WARNINO - Ver(N design paw tcm and READ NOTES ON THIS AND INCLUDED MITES REpERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual budding component. E H� Applicability of design poramenters and proper incorporation of component is responsibility of budding designer- not truss designer. Bracing shown rii�.YY■ is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, A of the N )Tek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing. consult ANSI/TP0 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply GILUAM RESIDENCE R26555200 GILLO130 AS CAL HIP 1 1 Job Reference o tions 6.200 s Jul 13 2005 MTek Industries. Inc. Tue Sep 04 17:10:56 2007 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=52, 5-7=52, 7-10=52, 1-21=20(F=-6), 11-21=14 ® WARNING • Ver{/y design p-eten and READ NOTES ON THIS AND D9CLVDED MITER REFERENCE PAGE AW -7473 BEFORE USE Design valid for use only with h4Tek connectors. This design is based only upon poramelers shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovm "for lateral support of individual web members only. Additional lemporary bracing to insure slablity during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. de8very, erection and bracing, comult ANSI/TPll Quality Criteria, DSO -89 and BCSII Building Component SafetyInforma0on available from Truss Plate thstitute. 583 D'Onobro Drive. Madison. WI 53719. WNW 7777 Greenback lane. Suite 109 Job Truss Truss Type Qty Ply GILUAM RESIDENCE 1.25 TC 0.61 TCDL 10.0 Lumber Increase 1.25 fi26555201 GILL0130 A5R CAL HIP 1 1 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 OF No.1 G Job Reference(optional l o.. Inc., unice, Ga. 959Z6.7434. Matt Dietz 6.200 s Jul 13 2005 MTek Industries. Inc. Tue Sep 04 17:10:57 2007 Page 1 7-5-12 I 14-4-1-S I 21-0-12 1 21.170 4 26-10-9 I 32-7-7 37.7-1 37-11-4 45-1-1 I 52.0.4 t54�' i 7-5-12 6-114 7-1-13 04.3 4-11.9 5$15 4-11-9 0.4-3 7-1-13 6-114 241 Scale: 1/8'=T 6x6 1560 r 3x10 = 4x6 = 6x6 4x6 — t B-0-022 213-0 20 19 18 17 16 15 14 13 12 t 3x8 11 3x6 = 5x8 WB = 2x4 11 516 = 3x10 = 4x6 = 4x8 =3x8 II 3x10 = 4x8 = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 7-5-12 8}0}0 141-15 21.6-12 29-9-0 lit -9-0 I 37-11-4 I 45-1-1 1 52 -OA 1544-5 i i 7-512 0-" 64-15 7-1-13 8.24 2�0 624 7-1-13 6114 24-1 LOADING (pso SPACING 24)-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.61 TCDL 10.0 Lumber Increase 1.25 BC 0.48 BCLL 0.0 Rep Stress Incr NO WE 0.73 SCOL 7.0 Code UBC97/ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 OF No.1 G BOT CHORD 2 X 4 OF No.1 G *Except* 12-15 2 X 6 OF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 22=1392/0-5-8,12=673/Mechanical, 17=1562/0-5-8 Max Horz22=284(load case 4) Max UpIM22=181(load case 5) Max Grav22=1405(load case 6), 12=695(load case 7), 17=1562(load case 1) DEFL in (loc) Well Ud PLATES GRIP Vert(LL) -0.06 21-22 >999 240 MT20 220/195 Vert(TL) -0.0919-21 >999 180 Horz(TL) 0.01 12 n/a n/a Weight: 353 Ib BRACING TOP CHORD Sheathed or 6-M oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 8-16, 9-16, 7-17, 617 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=201/633, 2-3=335/0, 3-4=204/0, 4-5=381/96, 5-6=275/112, 6-7=0/168, 7-8=265/153, 8-9=374/143, 9-10=-682/64, 10-11=-460/24,11-12=-687/0 BOT CHORD 1-22=-471/212, 21-22=-471/237, 20-21=29/340, 19-20=29/340, 18-19=16/204, 17-18=16/204, 16-17=137/162, 15-16=0/543,14-15=0/544. 13-14=0/418, 12-13=26/47 WEBS 2-22=12241143.2-21=01835.4-21=391/116, 4-19=81/75, 5-19=-234f75,6-19=1/334. 8-16=250/28, 9-16=409/57, 9-14=0/213, 10-14=0/142, 10-13=427/44, 7-17=901/29, 7-16=01723.11-13=0/646. 6-18=0/140, 6-17=621/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 It by 60 it with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 WARNINO - Verify design parameters and READ NOTES ON TNIS AND INCLUDED iuTEK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only Wth MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibTty of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabtfily during construction is the responsb8fity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lubrication, quality control. storage. delivery. erection and bracing, consult AN51/fPf1 Quality Cdleda, DSO -89 and BCSII Building Component Safety Information available from Truss Plate Instilute. 583 D'Onotno Drive, Madison. WI 53719. �OQ?,OFESS/pNgl S U Q � Ty'f1 C 04 * E 9 rFOFC ept tuber 5,2007 F97! WPM Mi rek' 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply GILL" RESIDENCE 826555201 GILL0130 A5R CALHIP 1 1 I Job Reference o bona l gretiow wmaer am., inc.. { rnw. W. 90920.1434, Mart UretZ LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=52, 5-8=52, 8-11=52, 1-22=20(F=-6), 12-22=14 6.200 s Jul 13 2005 MTek Industries. Inc. Tue Sep 04 17:10:57 2007 Page 2 ,& WARNING - VerVy design parameters and READ NOTES ON TNIS AND WCUMED MITER REFERENCE PAGE MU -7473 BEFORE USE. * Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. �e Applicabilityss ty of design paromenters and proper incorporation of component is responsibility of building designer- not trudesigner. Bracing shown is �;-•Y� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility p� of the TVl l lP. k^ erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding aoweo ,o .�n.aor fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Cdfeda, OSS -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 583 D'Ono610 Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply=ENCE82655520GILL0130 TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.08 14-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 A6 CAL HIP 1 Rep Stress Incr NO WB 0.87 Horz(TL) 0.02 11 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) o tions __....._.. - _-. ---- . ....... -.- ..ecru s sur - Suva .. i e5 rn9uaures, mc. rue ..P.. raga 7-5-12 1 14-4-15 1 216-12 21 10.15 26-10.9 1 32-7-7 I 37-7.1 37-11 45-1-1 i 49-6-5 7-5-12 6-114 7-1-13 0-0-3 4-11-9 5-8.15 4-11.9 0.4.3 7-1.13 4-54 Scale = 1:94.0 n 4 -4--0-.0 -( ' 21 20 19 . 18 17 16 23.86 3x10 = 6x6 i 5x6 = 3x10 = 6x6 5 6 7 8 15 14 13 12 11 2x4 II 3x10 = 4x6 = 3.8 II 4x8 = 4-0.0 i 7-5.12 14-415 1 216.12 ,23486 , 29-9-0 37-114 t 45-1-1 I 49.6.5 4-0.0 3-5-12 6-114 7-1-13 2-1.10 6-0.19 8-24 7-1-13 4-5.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.08 14-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.14 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.02 11 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 335 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G *Except* 11-13 2 X 6 DF SS G BOT CHORD WEBS 2 X 4 OF Std G WEBS REACTIONS (Ib/size) 16=1601/0-5-8, 11=780/Mechanical, 21=902/0-5-8 Max Horz21=259(load case 4) Max Uplift21=-43(load case 5) Max Grav 16=1601 (load case 1), 11=792(load case 7), 21=916(load case 6) Sheathed or 64-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-21,16-17. 1 Row at midpt 4-17, 5-17.7-16,7-14.8-14, 6-16 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=124/449, 2-3=-481/0,3-4=336/13,4-5=120/97, 5-6=35/112, 6.7=0/131, 7-8=-477195,8-9=-601f76. 9-10=488/13 BOT CHORD 1-21=319/137, 20-21=104/363, 19-20=104/363, 18-19=51/357, 17-18=51/357, 16-17=131/59, 1'5-16=0/291, 14-15=0/291,13-14=0/417,12-13=0/418,11-12=0/0 WEBS 2-20=0/163, 2-19=19/60.4-19=0/265,4-17=-468/49, 5-17=278/59,7-16=-840/0, 7-14=0/321, 8-14=198/65,9-114=7/1125, 9-12=-402/49.7-15=0/254,2-21=1023/0, 10-11=767/0, 10-12=0/641, 6-17=18/673, 6-16=795/23 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 It by 60 fl with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 11-5=52,5-8=52, 8-10=52, 1-21=20(F=6), 11-21=14 WARNING - Var j/y design p. -ft- aM READ NOTES ON TRIS AND nVCLEIDED POTEE REFERENCE PAGE AM -7473 BEFORE USE. Design vard for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not true designer. Bracing shown B for loteral support of individual web members only. Additional temporary bracing to 6uure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsbTty, of the building designer. For general guidance regarding fabrication, qu 20ly control. storage. defivery, erection and bracing. consult ANSI/TFII QualBy Criteria, DSO -69 and BCSII Building Component Safety Information available from Truss Plate institute. 5113 D'Onofrio Drive. Madison, WI 53719. OokOFESS/ONS S. � 0 a 'L m IX C 0W433 OFC 7777 Greenback Lane. Suite 109 5,2007 Job Truss Truss Type oty Pty GILLIAM RESIDENCE LOADING (psf) SPACING 240..0 CSI DEFL in (loc) Udefl L/d R26555203 GILL0130 A6R CAL HIP 1 1 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.09 17-19 >999 180 BCLL 0.0 Job Reference o do a Uftg Ml,w cumoer Co.. inc.. ChiM. Co. 55VZe MJ4, Man uietz 6.200 5 Jul 13 2005 MTek Intlusides. Inc. Tue Sep 04 17:10:58 2007 Page 1 1 7-5-12 1 144-15 1 21-0-12 21-10,15 26.10-9 1 37-7.7 i 37-7-1 37-114 45-1.1 i 49-6 -5 i 7-5-12 6-114 7-1-13 04-3 4-11-9 5$15 4-11-9 04-3 7-1-13 4-54 15-6-0 Scale = 1:87.8 5 i 22-0-0 3x10 = 4x6 = 5x8 t 8-0-0 0 19 18 17 16 15 14 13 12 11 31-3-8 3sc�11 am — =15--wd — 2X4 11 3x10 = 4x8 = 3x8 II 3x10 = 4x8 = u 7-5-12 W 144-15 21.6.12 29-9-0 37-114 45.1-1 49.6-5 131-9.01 1 I 1 7-5-12 0-64 64-15 7-1-13 8-24 2-0-0 6.24 1 7-1-13 4-54 Plate Offsets (X.Y): f3:04-0,0-341, fl8:0-4-0,0-0-41 LOADING (psf) SPACING 240..0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.06 19-20 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.09 17-19 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.01 11 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 328 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.t G *Except* (64)-0 max.): 5-8. 11-132 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 5-17, 8-14, 9-14, 7-15, 6-15 REACTIONS (Ib/size) 20=1425/0-5-8, 11=537/Mechanical, 15=1346/0-5-8 Max Harz 20=362(load case 4) Max Upfift20=182(load case 5) Max Grav20=1426(load case 6), 11=565(load case 7), 15=1346(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=202/633,2-3=35610, 3-4=22410,4-5=-411198.5-6=301/114. 6-7=0/165,7-8=226/155.8-9=326/144, 9-10=351/91, 10-11=540/8 BOT CHORD 1-20=471/212, 19-20=471/221, 18-19=90/325, 17-18=90/325, 16-17=58/190, 15-16=58/190, 14-15=67/160, 13-14=0/285.12-13=0/286.11-12=55/82 WEBS 2-20=1246/144.2-19=0/857,4-19=-403/116, 4-17=80/93, 5-17=216/87, 6-17=25/296,8-14=278/32. 9-14=108/71, 9-12=236/42.10-12=0/428, 7-15=718/35,7-14=0/516,6-16=01141,6-15=587/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions'l20 ft by 60 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to �pFESS�� prevent water ponding. ? 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) A rating reduction of 20% has been �� S. plate applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. U Q tr 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C 3 T LOADCASE(S) Standard 3i-09 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * , Continued on page 2 ber 5,2007 A WARNING - Verj/y design pa.umeters and READ NOTES ON THIS AND INCLUDED 1mTER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. this design 8 based only upon parameters shown. and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility or budding designer - not truss designer. Bracing shown is for lateral support or individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the MiTek- erector. Addtional permanent bracing or the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Budding Component Safety Information available from Truss Plate Institute. 583 D'Onof io Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 JobTruss Truss Type Qty Ply GILLIAM RESIDENCE 1. I R26555203 GILL0130 ASR CAL HIP 1 I 1 - Job Reference o liana Co.. mc.. Gnlw, ca. 9D9454434, Man Dietz 6.200 s Jul 13 2005 MiTek Industries. Inc. Tue Sep G4 17:10:58 2007 Page 2 LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 1-5=52, 5-8=52, 8-10=52, 1-20=20(F=-6), 11-20=14 WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE PM -7473 BEFORE USE. Design valid for use only with miTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p p is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 1 VI ITeW erector. Additional permanent bracing of the overall structure is the respomibility, of the balding designer. For general guidance regarding e -------.. fabrication. quality control, staramge. delivery. erection and bracing. consult ANSI/TPII Quaiey Criteria. DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from1. Plate Institute. 583 UOnofno Drive, Madison. WI 53719. Job Truss Truss Type Qty PlyGIUJAM RESIDENCE GILL0130 A7 CAL MIP 1 1 826555204 Vert(LL) -0.08 12-13 >999 240 TCDL 10.0 Job Reference o tional a7 9 v.cw a uu� �v <w� m, i cw muuaurca, na. ue aep — . aur rage r i 7-5-12 1 144-15 1 211E-12 11 10f1a 26-10-9 I 32-7.7 i 37-7.1 37-h 1A 44.8-5 n 7-5-12 6-1 IA 7-1-13 04-3 4-11-9 5$-15 4-11-9 0.4-3 6-9-1 6x8 5x0 = 3x10 = 6x8 Scale = 1:84.2 vuu 9 18 17 16 15 14 13 12 11 10 i 'WA /i 1 5,4 11 25-6$ 7 4 = -;,,A WR — jx6 = 1.5x4 I I 4x8 = 3x8 11 3x10 = 3x10 = 1 4-0.0 I 7-5-12 1 144-15 1 21-6-12 I 26-1-14 1 29-9-0 } 37-114 I 44.8-5 t 4-" 3-5-12 6-114 7-1-13 4-7-2 3-7-2 8-24 6.9-1 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Well Ud TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.08 12-13 >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.14 12-13 >999 180 SCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.01 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.1 G 'Except' 10-11 2 X 6 OF SS G BOT CHORD WEBS 2 X 4 DF Std G WEBS REACTIONS (Ib/size) 14=1415/0-5-8, 10=557/Mechanical, 19=994/0-5.8 Max Horz 19=288(load case 4) Max Uplift19=26(load case 5) Max Gravl4=1415(load case 1), 10=583(load case 7), 19=997(load case 6) PLATES GRIP MT20 220/195 Weight: 303 Ib Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 640-0 oc bracing: 1-19,14-15. 1 Row at midpt 4-15, 5-15, 7-14, 7-12, 8-12, 6-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=125/448, 2-3=609/0, 3-4=-46410, 45=269166, 5-6=171/84, 6-7=0/99, 7-8=263f77, 8-9=327/53 BOT CHORD 1-19=318/137,18-19=120/436,17-18=120/436, 16-17=-60/472, 15-16=60/472, 14-15=97/16, 13-14=0/155, 12-13=0/155, 11-12=010, 10-11=0/1 WEBS 2-18=0/164, 2-17=3/68, 4-17-0/241, 4-15=-434/54, 5-15=258!71, 7-14=642/0, 7-12=0/210, 8-12=326/85, 7-13=0/230, 2-19=1131/0, 6-15=22/695, 6-14=7611128.9-10=547/11. 9-12=0/391 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 R by 60 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If parches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-5=52, 5-8=52, 8-9=52, 1-19=20(1`=6), 10-19=14 A WARNING - Ver(Aj design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building componenl. Applicability of design poromenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication. quotiy control storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component Safety Intormallon available from Tens Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. O?po ESS/ONS UJ M C 04 E 9 OFC Sept mber 5,2007 MW 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply=FNCC826GILL0130 in (loc) Udefl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 A7R CAL HIP >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) o tions 3— — 6.200 5 Jul 13 2005 MTek Industries. Inc. Tue Sep 04 17:10:59 2007 Page 1 7_5-12 I 14415 I 21-0-12 21-10,15 26-10-4 t 32-7-7 1 37-7.1 37-1 1A 44-8-5 7512 6-114 7-1-13 043 4-11-9 5.8-15 4-11-9 043 6-9-1 5 22-0-0 15.6-0 Scale = 1:84.2 i 3x10 = 4x8 = 5x8 t 8.0.0 i 8 17 16 15 14 13 12 11 10 If—fix30- 8 Sxu VVIES 1.50 +i SSB = 3x10 = 3x8 II 3x10 = 08 = i 7512 e -p -p 14415 21.6-12 I 29-9-0 131-9-037i 114 I 44b5 7-5-12 0-64 6415 7-1-13 8-24 2-0-0 6-24 6-9-1 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.06 17-18 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.09 15-17 >999 180 BCLL 0.0 Rep Stress Incr NO WS 0.54 Horz(TL) 0.01 10 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 296 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G *Except* 10-11 2 X 6 DF SS G BOT CHORD WEBS 2 X 4 DF Std G WEBS REACTIONS (Ib/size) 18=1440/0-5-8, 10=387/Mechanical, 13=1162/0-5-8 Max Harz 18=441(load case 4) Max Uplifl18=184(load case 5) Max Gravl8=1440(load easel), 10=419(load case 7), 13=1162(load case 1) Sheathed or 6-0-0 oc purlins, except end verticals, and 24)-0 oc purlins (6-0-0 max.): 5-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-15, 8-12, 7-13, 9-10, 6-13 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=202/633, 2-3=369/0, 34=238/0, 4-5=430/100, 5-6=319/116, 6-7=10/168, 7-8=150/161, 8-9=229/157, 9-10=369/48 BOT CHORD 1-18=-471/212, 17-18=471/208, 16-17=155/310, 15.16=155/310, 14-15=108/192, 13-14=108/192, 12-13=104/156, 11-12=77/117, 10-11=771118 WEBS 2-18=1259/146, 2-17=0/871, 4-1711/117, 4-15=79/100, 5-15=209/96, 6-152/283, 8-12=308/47, 9-12=0/189, 7-13=550/45, 7-12=0/318, 6-14=0/141, 6-13=571/10 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind toads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 60 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 & WARNING - Vert fy design panxmeters and READ NOTES ON TWS AND INCLUDED MITER RFBERENCE PAGE MU -7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovvm is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and bracing. consult ANSI/11`I1 Quality Criteria. OSB -89 and BC511 Building Component Safety Informallon available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. r,01ES8,0 )ct`. C•\ Vu C004�3~I� ate MiTek' 7777 Greenback Lane. Suite 109 5,2007 Job TrU55 Truss Type Qty Ply GILLIAM RESIDENCE 826555205 GILL0130 A7R CAL HIP 1 � 1 '---,_..__....-`_-'- .-- -.• _-----_._- -- Job Reference o tional �•.••a.....w- �•..•,��..,,,.. ,,,.., .....w, ..a, aaaco- ro.w, man vie. 6.200 5 Jul 13 2005 MiTek Industries. Inc. Tue Sep 04 17:10:59 2007 Page 2 LOAD CASE(S) Standard Unffonn Loads (plf) Vert: 1-5=52, 5.8=52, 8-9=52, 1-18=20(F=6), 10-18=14 ® WARNING - Verj/I/ design parameters and READ NOTES ON ANIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. �' Design valid for use only with MITek connectors. This design's based only upon parameters shov+n. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for laterd support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbBBty, of the MiTek erector. Additional permanent bracing of the overall structure is the respombility of the building designer. for general guidance regarding •ow<., .o acnraa.a fabrication. quality control, storage. delivery. erection and bracing. consult ANSI/IPII Quality Criteria, OSB -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Job TrussTfu56 Type aty Ply GILLIAM RESIDENCE 1.25 TC 0.54 TCDL 10.0 Lumber Increase 1.25 826555206 GILL0130 Ali CAL HIP 1 1 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1 G Job Reference o liana! W., inc., Inca. Ca. vouz -1434. Man DIatZ 6.200 s Jul 13 2005 MiTek Industries. Inc. Tue Sep 04 17:10:59 2007 Pagel 39-10.5 1 7-5.12 1 14415 I 21.6.12 21-1ft15 26-10-9 I 32-7-7 I 37-7-1 37-114 i 7-5.12 6-11-4 7-1-13 04 i 4-11-9 5.8.15 4-11-9 043 6x(i 4x6 =300 = 6x61.%-1 m 6 17 - 16 15 14 13 12 11 10 3x6 // 1.5x4 11 27-M = 4x8 = 1x6 = 5x10 = 2x4 3x8 I I 5x10 = 4-0-0 i 7.572 14415 1 211x12 1 28-1-14 29-9-01 37-114 ,19-1051 4-0-0 3-5-12 6-11-0 7-1.13 6-7-2 11.7-2 8-2.4 1-11-1 LOADING (psi) SPACING 2-0..0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.54 TCDL 10.0 Lumber Increase 1.25 BC 0.36 BCLL 0.0 Rep Stress Incr NO WB 0.57 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 OF No.1 G *Except' 10-152X6 DF SSG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 13=1328/0-5-8, 10=270/Mechanical, 18=1048/0-5-8 Max Horz 18=317(load case 4) Max Uplif110=14(load case 3), 18=6(load case 5) Max Gravl3=1328(load case 1), 10=310(load case 7), 18=1051(load case 6) DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.0516-17 >999 240 MT20 220/195 Vert(TL) -0.0916-17 >999 180 Horz(TL) 0.01 13 n/a n/a Weight: 303 Ib Scale = 1:82.9 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 5-14, 7-13, 7-11, 8-11, 6-13, 9-10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=124/448, 2-3=693/0, 3-4=548/0, 4-5=369/27, 5-6=263/50, 6-7-0/112, 7-8=70/25, 8-9=41/10 BOT CHORD 1-18=317/137, 17-18=141/486, 16-17=141/486, 15-16=77/546, 14-15=75/548, 13.14=112/0, 12-13=36/9, 11-12=36/9, 10-11=0/0 WEBS 2-17=0/169, 2-16=0/72, 4-16=0/215, 4-14=-406/61, 5-14=253/82, 7-13=495/0, 7-11=0/151, 8-11=351!74, 7-12=0/154, 2-18=1204/0, 6-14=23/720, 6-13=716/30, 9-10=319/0, 9-11=0/368 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 60 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 42 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=52, 5-8=52, 8-9=52,1-18=20(F=-6), 10.18=14 WARNING . VerjN design parameters and EEAD NOTES ON TWS AND INCLUDED MITER RP.PERENCE PAGE AM 7473 BEFORE USE Design valid for we only with MTek connectors. This design is based only upon parameters shaven. and is for an individual budding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not two designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responssb7Bty of the erector. Additional permanent bracing of the overall structure is the responsbsty of the budding designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Intormalton available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. oo,0FESS/av S. CO 0 W- C O 433 Lai' MiTek' 7777 Greenback Lane, Suite 109 5,2007 Job Truss Truss TypeQty CSI Ply GILLIAM RESIDENCE PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 826555207 GILL0130 A8R CAL HIP 1 1 BC 0.48 Vert(TL) -0.08 14.16 >999 180 BCLL 0.0 Rep Stress Incr Job Reference o lional Longiellaw Lumber Go.. Inc.. Unica, ca. 95929.7434, Matt Dietz 6.200 s Jul 13 2005 MTek Industries. Inc. Tue Sep 04 17:11:00 2007 Page 1 39-10.5 7-5-12 I 14-4-15 I 215-12 21-1x15 26-10.9 I 32-7-7 I 37-7-1 37-11-4 n 75-12 6-114 7-1.13 &083� 4.11-9 3x10 -5.8.15 4x6 = 4-11-9 (s em c 1-11w1n Scale = 1:80.6 7 16 15 14 13 12 11 10 3x6 II 3x4 = 5x8 WB = 1.5x4 II 5x81 = 8-2-5 3x10 = i 3x10 = 3x6 II r 7-5-12 810-0 14-0-15 215-12 I 29-9-0 F315-0 I 37-11-4 P9 10.5 '-t 7512 0S4 64-15 7-1-13 8-24 1-11-0 6-34 1-11-1 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.06 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.08 14.16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.00 12 n1a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 282 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 'Except* 2-0-0 oc purlins (64)-0 max.): 5-8. 10-15 2 X 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing, Except: WEBS 2 X 4 OF Std G 10-0-0 oc bracing: 14-16. WEBS 1 Row at midpt 5-14, 8-11, 9-10, 7-12, 6-12 REACTIONS (Ib/size) 17=1363/0-5-8.12=1315/G-5--8 Max Harz 17=316(load case 4) Max Upliftl7=-88(load case 4), 12=218(load case 5) Max Grav 17=1383(foad case 6), 12=1315(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=202/633.2-3=313/0,3-4=182/0,4-5=352/0. 5-6=251/0, 6-7=45/195.7-8=12129,8-9=2/43 BOTCHORD 1-17=-471/212, 16-17=471/0, 15-16=19/207, 14-15=19/207, 13-14=9/97, 12-13=9/97, 11-12=195/71, 10-11=0/0 WEBS 2-17=1202/51, 2-16=0/811, 4-16=380/62, 4-14=25157.5-14=276/110,8-11=284/53,6-14=-64/411, 6-13=0/141, 9-10=23/11, 9-11=27/46, 7-12=605/176, 6-12=-660/6, 7-11=143/394 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 R above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy Category I, condition I enclosed building, of dimensions 120 ft by 60 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-5=52, 5-8=52, 8-9=52, 1-17=20(1`=6), 10-17=14 WARNWO - Veryl; design parameters and READ NOTES ON THIS AND INCLUDED 11DTER REFERENCE PAOE MU -7473 BEFORE USE. Design valid for use only with Miirek connectors. This design is based only upon parameters shown, and is for on individual budding component. Appricabdity of design paromenters and proper incorporation of component is responabi6h' of budding designer- not thus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsdsdlity of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSII -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrto Drive. Madison, WI 53719. oQ�OFESSION� CID Q elf C46433 X OF 7777 Greenback lane. Suite 109 5.2007 Job .... C... .. Truss Truss Type Qty Ply GILUAM RESIDENCE Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 R26570307 GILL0130 A9 CAI_ HIP 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert( L) -0.13 9-10 3-2-74.sr, man urea 6.200 s Jul 13 2005 MiTek Industries. Inc. Wed Sep 05 18:28:47 2007 Page 1 i 7-5.12 I 14+4-15 I 21!_12 21 Ia1S 26-10-9 I 32.7-7 135 75-12 6-114 7-1_13 04-3 4-11-9 5.8.15 24-14 5x6 % 3x10 3x8 II Scale = 1:77.7 = 14 13 12 11 10 91 4-10-7 —8� 3x6 // 1.5x4 II 3x4 = 5x8 WB = 3x6 II 5x8 = 3x10 = r 44 7-5-12 i 144-15 21-6-1 F 29-M 3404 3541.5 4-" 3-5-12 6-114 7-1-13 6-2-4 0-4-14 y4-10-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.07 9-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert( L) -0.13 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) -0.01 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 219 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.1 G WEBS 2 X 4 OF Std G BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 14=1137/0-5-8,9=118910-5-8 Max Horz 14=547(load case 4) Max Upliftl4=46(load case 5), 9=189(load case 4) Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-10,5-10, 6-10,6-9,7-8 1 Brace at Jt(s): 7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=126/446, 2-3=-032/0, 3-0=-686/20, 4-5=-531/97, 5-6=413/114, 6-7=107/166, 7-8=-82(17 BOT CHORD 1-14=316/138,13-14=305/567,12-13=305/567,11-12=205/669, 10-11=205/669,9-10=-83/190,8-9=831190 WEBS 2-13=0/169, 2-12=0/116, 4-12=0/193, 4-10=368/83, 5-10=221/138,6-10=1071747,2-14=1321/0, 6-9=1077/263, 6-8=70/110 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy Category I, condition I enclosed building, of dimensions 120 ft by 54 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=52, 5-7=52, 1-14=20(F=6), 8-14=14 WARNAWO . Ver1/y design pararrtef srs and READ NOTES ON TWS AND rNCLUDED h5f7ER REFERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional lemporary bracing 10 insure stability durbrg construction is the responsiblrity of the erector. Additional permanent bracing of the overall structure Is the responsibility, of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. comu0 ANSI/IPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Inslitule. 583 D'Onokro Drive. Madison. WI 53719. OQ?,OF ESS/pN� S. NO' Fs, G� CODm Qf C,00433 r Q-�O' 0 d Lai' MfreW 7777 Greenback Lane, Suite 109 r 6,2007 Job Tnlss Truss Type aty Ply GILUAM RESIDENCE 826570308 GILL0130 A9R CAL HIP 1 I 1 I Job Reference (optional) - ---• •••-•• •-•-- o.av s am i a <wa mn ec mousuras, mc. uvea aep ua io:<a:w <wr rage r 7---j2 I 14.4-15 I z1$ -1z z1 �Qr1s 26-10.9 I 32-7-7 I but 7.512 6-11-4 7-1-13 043 4-11-9 5.8-15 2-414 5x6 i Seale c 1:77.7 axe = 3x6 = 3x6 II 5 6 7 6 t^V 8.0.0 04 2x4 I I 13 12 11 1Ar3=5 gj 3x4 = Sx8 VOB = 4x6 = 5x6 = 3x10 = 7512 §1!4 14415 1 21.6-12 29-94 131A� 35-0-5 { 7-5-12 0-64 6415 7-1-13 8-24 1-11.0 345 Plate Offsets (X,Y): 112:04-0.0-0-41 LOADING (pso SPACING 24)-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.15 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.25 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) -0.01 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 225 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G 'Except' TOP CHORD Sheathed or 640-0 oc puffins, except end verticals, and 240-0 oc purlins 5-0 2 X 4 DF No.1&Btr G (6-0-0 max.): 5-8. BOT CHORD 2 X 4 OF No.1 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 5-11, 8-9.7-10,6-10 JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/sae) 14=1441/0.5-8, 10=910/0-5-8 Max Hoa 14=547(load case 4) Max Uplift14=176(load case 5), 10=138(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=205/632, 2-3=368/0, 34=237/0, 4-5=435/82, 56=323/99, 6-7=128/142, 7-8=108/166, 8-9=-07/106 BOT CHORD 1-14=-470/215.13-14=-470/212.12-13=216/273,11-12=216/273, 10-11=131/191, 9-10=92/185 WEBS 2-13=0/870,4-13=-420/100, 4-11=-38/98, 511=200/131, 6-11=73/298, 7-9=79/63, 2-14=1257/142, 7-10=293/179, 6-10=536/100 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20%,has been applied for the green lumber members. RQ� ES$/� 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. OQ 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). S. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Uj ITT Vert: 1-5=52, 5-8=52, 1-14=20(F=6), 9-14=14 &31_09 ber 6,2007 WARMNO . Verdent n 1PJ 8 parameters and READ NOTES ON THIS AND rNClUDED M7TER REFERENCE PAGE 1lIIf•7473 BEFORE USE. ' Design valid for use only with MiTek connectors. This design D lased only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown WeIC ('- is for lateral support of individual web membersonly. Additional temporary bracing to insure stability during construction is the responsibility of the i.{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and !racing, consult ANSI/TPil Quality Criteria, 0SB-89 and BCSI1 SuOding Component Safety Information available from Truss Plate Inslitvte. 583 D'Onotno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply GILLIAM RESIDENCE I 4-0-0 3-5.12 6-0-2 0.11-1 7-1-13 6-24 0.155 Plate Offsets (X,Y): fl:0-0-7.0-0-21, f5:0-3-8 Edael 826570306 GILL0130 A10 CAL HIP 1 1 I TC 0.52 Vert(LL) 0.05 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 Job Reference o tional e— s — w <wa mn ex mausmas, mc. uvea aep us roao:ao — rage s 7-512 I 144-15 + 21-0-12 21 fD,15 26.10.4 I 30-2-5 7.512 6-11-0 7-1-13 043 4-11-9 34.12 exe %\ 2x8 II 6 5 3x6 i 3x8 4 6.00 12 3 6x10 2 1 4-0-0 Ind Scale = 1:74.0 ' t 12 13.5141 00 9 6 4-0 3x6 // 1.5x4 II 41 TN2-5 4x8 = 8x6 = 4x4 = 4.0-0 I 7-512 13-514 14.4-16 21-6-12 29-9-0 1p,72,5 I 4-0-0 3-5.12 6-0-2 0.11-1 7-1-13 6-24 0.155 Plate Offsets (X,Y): fl:0-0-7.0-0-21, f5:0-3-8 Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.05 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) -0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 183 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.1 G 'Except' (6-0-0 max.): 5-6. 7-9 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G 'Except* WEBS 1 Row at midpt 5-8.6-7 6-7 2 X 4 DF No.1 G 2 Rows at 1/3 pts 5-7 JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib/size) 10=817/0-5.8, 7=528/Mechanical, 12=663/0-5-8 Max Horz 12=545(load case 4) Max Uplifi10=21(load case 4), 7=51 (load case 4), 12=-83(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=128/452, 2-3=222/41, 3-4=171/92, 4-5=343/131, 5-6=99/151, 6-7=207/62 BOT CHORD 1-12=323/1140.11-12=302/156. 10.11=302/156, 9-10=207/121,8-9=204/124.7-8=159/237 WEBS 2-11=01150.2-10=134/110,4-10=-643/51, 4$=0/290, 5-8=751128,5-7=351165.2-12=-683/52 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to for truss to truss �QF E$$/� glyder(s) connections. 7) Design assumes 4x2 (flat orientation) at indicated, fastened Q /�lql puffins oc spacing to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front back ��� S. (F) or (B). i LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 UJ C 6433 Uniform Loads (ptf) Vert: 1-5=52, 5-6=52, 1-12=20(F=6), 7-12=14 OF 6, 2007 A WARNING - Ver(/y design parameters and READ NOTES ON TIOS AND INCIAMED MITER REFERENCE PAGE AM 7473 BEFORE USE. �' Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsb6rity, of the Mime erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 95--m— fabrication, quality control. storage. delivery, erection and bracing. consvIf ANSIAPll Quality Criteria, 056-89 and BC311 Building Component Safety Information available from Truss Plate Institute, 563 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Tru— Qty Ply GILIJAM RESIDENCE GILL0130 g10R CAL HIP 1 1 826570305 __u_„_...,.._._ .... ... ...... ... _.___ _._..... _.. BCLL 0.0 Rep Stress Incr NO Job Reference o bona . — �....�.,., 1 7-5.12 1 144-15 1 21-&12 21-111,15 26-10-0 1 30-2-5 1 7-5-12 6-114 7-1-13 0-4-3 4-11-9 3.112 8x8 \\ 2x8 Scale = 1:74.0 I I 5 6 3x4 i 3x8 i 4 6.00 12 3xs 3 . a 2 1 9, e-0-0 11 10 9 8 2x4 11 3x4 . „ . 4x8 = D1to 1.6 = 4x4 = 7.5.1 810-p 14-4-15 21.6-12 29-9-0 3!42 5 i 7-5.12 0.6-4 6.4-15 7-1-13 8-24 0-5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.05 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.08 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) -0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 177111 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G'ExcepY 7-9 2 X 6 DF SS G BOT CHORD WEBS 2 X 4 DF Std G 'Except' WEBS 6-7 2 X 4 DF No.1 G JOINTS REACTIONS (Ib/size) 11=1418/0-5.8, 7=614/Mechanical Max Harz 11=545(load case 4) Max Upl'Iftl l=186(load case 5), 7=59(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=203/635, 2-3=306/0, 3-4=188/0, 4-520/100, 5-6=99/151, 6-7=207/62 BOT CHORD 1-11=473/214, 10-11=-473/208, 9-10=221/260, 8-9=218/263, 7-8=166/307 WEBS 2-11=1237/138, 2-10=0/841, 4-10=-440/121, 4-8=50/135, 5-8=0/251, 57=-465(77 Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at mid pt 6-7 2 Rows at 1/3 pts 5-7 1 Brace at Jt(s): 6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=52, 5-6=52, 1-11=20(F=-6), 7-11=14 A WARNING - VerjJy design parameters and READ NOTES ON TIDE AND INCWDED ADTER REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shovm. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onof io Drive. Madison. Wl 53719. o0?,o ESS/ONS S C0r/NcF���% C 04 E 9 TFOF C ep mber 6,2007 Nil' MiTek' 7777 Greenback Lane, Suite 109 Job Cu—_ Truss Tru55 Type Qty Ply GILLIAM RESIDENCE PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 R2657D304 GILL0130 A11 CAL HIP 1 1 BC 0.40 ' ---'-"_---' ---`-- _ _ .. ----- _ -- . -- _ BCLL 0.0 Rep Stress Incr ob Reference o tions ., -., CiuCa. 9oyzo-rnoa, man urea 6.200 5 Jul 13 2005 M7ek Industries. Inc. Wed Sep 05 1828:39 2007 Page 1 7-512 1 144-15 I J1.6-12 21 jQpj$ 254-5----1 7512 6.114 7-1-13 83 3-5-6 Scale = 1:74.2 2x8 II 6.00 12 6 7 12 11-514 n1 10 9 8 t 4x8 = 4425 4x8 = 6x6 _ t 4x4 = 2-5-6 7-512 I 11-514 I 144-15 1 21.6-12 I 25b5 ,� LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.08 9-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.15 9-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) -0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 160 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals, and 240-0 cc purt,'ns BOT CHORD 2 X 4 DF No.1 G `Except' (6-0-0 max.): 6-7. 8-10 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2 X 4 DF Std G 'Except* 6-0-0 cc bracing: 1-12. 7-8 2 X 4 DF No.1 G WEBS 1 Row at midpt 6-8.7-8 JOINTS 1 Brace at Jl(s): 7 REACTIONS (Ib/size) 12=461/0-5-8, 11=806/0-5-8, 8=413/Mechanical Max Horz 12=545(load case 4) Max UpIM12=33(load case 5), 11=2(load case 4), 8=85(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=126/125, 2-3=71/151, 3-4=250/87, 4-5=193/174, 5-6=226/136, 6-7=104/154, 7-8=72174 BOT CHORD 1-12=77/118,11-12=294/119, 10-11=199/133,9-10=195/137, 8-9=133/181 WEBS 2-12=186/80, 3-11=255/145, 5-9=0/96, 6-9=19/274, 6-8=399/58, 5-11=541/64, 3-12=245/46 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) puffins at cc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=52, 6-7=52, 1-12=20(F=-6), 8-12=14 & WARNING . Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE AW -7473 BEFORE USE. Design valid for we only with Miffek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is therespombillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Cdteda, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohto Drive. Madison, WI 53719. oQ?�pFESS/ONq c7 Q m C 04 E 9 OFC e mber 6,2007 Mi ieW 7777 Greenback Lane, Suite 109 Job 7 exe = Truss Type Qty Ply GILLIAM RESIDENCE PLATES GRIP Puss Plates Increase 1.25 TC 0.57 Vert(LL) -0.05 8-10 >999 240 826570303 GILL0130 1R CAL HIP 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) -0.01 7 n/a n/a BCDL 7.0 Job Reference loptions Lurgrenuw Lumber Co.. mc., cmw. Ca. a592tY1434, Man Dietl 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Sep 05 18:28:40 2007 Page 1 i 7-5-17 I 14.4-15 I 21-&12 211A.15� ?545 7512 6.11-0 7-1-13 o43 356 6x8 = 2x9 11 Scale = 1.73.2 9 11 10 9 8 L 2x4 II 254_gx4 = 4x6 = 3x4 = 7512 MR 14415 I 21.6-12 I 25.45 7-5-12 0.6-4 6.4-15 7-1-13 3-9-9 7 exe = LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.05 8-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.09 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) -0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 157 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals, and 2-0-0 cc purlins BOT CHORD 2 X 4 DF No.1 G *Except* (6-0-0 max ): 5-6- . 7-9 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2 X 4 DF Std G 'Except* WEBS 1 Row at midpt 5-7.6-7 6-7 2 X 4 DF No.1 G JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib/size) 11=1290/0-5-8, 7=423/Mechanical Max Horz 11=545(load case 4) Max Uplift11=205(load case 5), 7=96(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=203/637, 2-3=213/0, 3-4=168/0,4,5=235/126, 5-6=104/1153.6-7=63172 BOT CHORD 1-11=475/213, 10-11=475/208, 9-10=205/231, 8-9=202/234, 7-8=143/185 WEBS 2-11=1109/156,2-10=16/720, 4-10=367/132,4-8=-68/85.5-8=0/252, 5-7=427/94 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 fl above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at cc spacing Indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q?,pFESS/�N LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lilt) Vert: 15=52, 5-0=52, 1-11=20(F=-6), 7-11=14 C 04 3 TO * E - 09 * , OF 6,2007 ® WARNBVO,- 9er1 fy design parameters and READ NOTES ON TWS AND D✓ClMM =TER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not inns designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbillily, of the M 1 ;� W erector. Additional permonent bracing of the overall structure Is the responsibility, of the buildling designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Bundling Component Safety Informatlon available tram Truss Plate Institute. 583 D*Onofrio Drtve. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Trrss Truss Type Qty Ply GIL.UAM RESIDENCE Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 826570302 GILL0130 Al2 MONO TRUSS 1 1 Lumber Increase 1.25 ,---,_.._. --- - _ -. • _ --_-- -.- - _ _ -- _ -0.07 10-11 >999 180 Job Reference (optional) • -•-- o.<,.,. �.,�, ,� <wv mr, rR �rrvvwrns, r��..vea PrP v� ,o.�o..v <v.., .aye , 1 1 10 t 2x4 II 9-54 41 = 7-1-4 I 13-8-1 I 20-6-5 7-1-4 6-6.12 6-10-4 2..8 II 6.00 12 6 9 8 7 4x8 = 4x4 = exe = 2r.-4-10 I 7-1-4 I 9-5-e 13.8-1 I 20.6-5 24-10 4-8-10 2h-0 4-2-13 6.104 LOADING (psf) SPACING 24-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.04 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.07 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) -0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 125 ib LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G *Except' 7-92X6 DF SSG WEBS 2 X 4 DF Std G 'Except' 6-7 2 X 4 DF No.1&Btr G REACTIONS (Ib/size) 7=363/Mechanical, 10=539/0-5-8, 11=458/0-5-8 Max Hoa 11=519(load case 4) Max Uplil!V=l57(load case 4), 11=43(load case 5) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. WEBS 1 Row at midpt 6-7,5-7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-87/58, 2-3=181/38, 3-4=231/61, 4-5=155/93, 5-6=179/124, 6-7=159/83 BOT CHORD 1-11=0/72, 10-11=-447/133,0-10=291/118.8-9=289/118,7-8=193/165 WEBS 3-1061/73, 5-85/56, 3-8=0/165, 5-7=211/109, 2-11=375/102, 2-10=15/159 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-11=20(17=-6), 7-11=14.1-6=52 WARNING - Ver(Jy desfgr parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AW -7473 BEFORE USE. Design varid for use only with Miifek conneclon. This design is based only upon parameters shown, and is for on individual building component. ApplicabTty, of design paramenters and proper incorporation of component is responsibility or building designer - not tnra designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibBBty, of the erector. Additional pemsanenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing. consull ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Informallon available from Tens Plate institute, 5113 D'Onofno Drive. Madison. WI 53719. Scale = 1:67.8 7777 Greenback Lane, Suite 109 r Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 Al2R MONO TRUSS 1 1 828570301 Vert(LL) -0.04 7-9 >999 240 MT20 220/195 en 1 4... — i 8-0.0 0 2x4 II .....,.,, ., .,.. �.,...,,............................ .�......�,. �N .,. �.,.<...., <.,.., aye , i — 7-1-4 I 1 I 20-6-5 1 7-14 61x12 6-104 2.8 II 6.00 r12 5 8 7 6 4x6 =4x4 = 84 = 7-14 8-0-� 134-1 I 20-6-5 i N 6 d Scale = 1:67.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.04 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.03 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) -0.00 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 114 lb LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G *Except* 6-82X6 DF SSG WEBS 2 X 4 DF Std G 'Except* 5-6 2 X 4 DF No.1&Btr G REACTIONS (Ib/size) 6=208/Mechanical, 9=1185/0-5-8 Max Harz9=519(load case 4) Max Uplift6=132(load case 4), 9=231(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=200/633, 2-3=242/0, 3-4=197/45, 4-5=179/125, 5-6=159/84 BOT CHORD 1-9=X72/212, 8-9=472/205, 7-8=472/208, 6-7=157/187 WEBS 4-7=315/96, 2-7=29/594, 4-6=82/57, 2-9=989/184 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-6 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=20(F=6), 6-9=14, 1-5=52 A WARNING • Vert/y design parameters and READ NOTES ON THIS AND DVCLUDED ADTER REPERENCE PAGE AM -7473 BEFORE USE Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quo8y control storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 BUBding Component Safety Infonnallon available from Truss Plate Institute. 5113 D'Onofno Drive. Madison, WI 53719. oQ�pF ESSICO pN� S. C.9 cm X C 0464 t *\ EXP/.3A-01J /* , OF MiTek: 7777 Greenback Lane, Suite 109 6,2007 Job TNss Truss Type Qty in GILLIAM RESIDENCE GILL0130 A13 MONO TRUSS 1 IPIY 1 826570300 , I 0.03 >999 240 Job Reference o tional r - -- 4 . w.. a Awa o,.. m v..,vamea, vrc. .mv aey va � o.co.a � ewr rage s I 5.5.15 1 10.0 I 15-8.5 5-5-15 4-11-7 5.2-15 3x4 II 4 I 4-4-10 % 8 6 5 2x4 II 3x4 = 3x6 = i 44-10 5-5.15 10—u 15-8-5 Scale = 1:49.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.03 5.6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.05 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) -0.00 5 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 811b LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G 'Except* 4-5 2 X 4 OF No.1 &Btr G REACTIONS (Ib/size) 5=300/Mechanical, 7=774/0-5-8 Max Horz7=398(load case 4) Max Uplifts=100(load case 4), 7=107(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=116/340, 2-3=235/19, 3-4=159/102,4-5=142,`76 BOT CHORD 1-7=250/122, 7-8=276/118, 6-8=276/118, 5-0=142/164 WEBS 35=183x75, 2-7=653/107, 3-6=124(71, 2-6=8/459 BRACING TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 45 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-8=20(F=6), 5-8=14, 1-4=-52 A WARNING - VerM design parameters and READ NOTES ON TNIS AND INCLUDED d11T'ER REFERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not fens designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing. consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, Sa3 D'Onofno Drive. Madison. WI 53719. �oQ?,OFESSIpNq` S. ,,��� Q� F� Gym IX C 0043I X 7777 Greenback Lane. Suite 109 6,2007 Job Truss T TruSS ype Qty Ply GILLIAM RESIDENCE GILL0130 A13R MONO TRUSS 1 1 R28570299 1 eenraueW r „mn,,, r I,,, r•r,,,.,. �.. o�e,e ,.,...Y...._._ 4-5 >796 240 Job Reference (optional) 8.200 s Jul 13 2005 M17ek Indusvies. Inc. Wed Sep 05 18:28:42 2007 Page 1 SS -15 I 10-5-6 1 1SA5 1 5.5.15 4-11-7 5-2-15 3x4 I I 800 t5 4 2.4 I I 3x8 = I 5-5-15 8-5-8 I 1�u 154-5 I 5-5-15 2-11-9 1-11-14 5-2-15 Scale = 1:49.5 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase . 1.25 TC 0.62 Vert(LL) -0.11 4-5 >796 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 SC 0.54 Vert(TL) -0.12 4-5 >747 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Harz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 72 lb LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.t G WEBS 2 X 4 DF Std G `Except' 34 2 X 4 DF No.1&Btr G REACTIONS (Ib/size) 4=79/Mechanical, 5=1153/0-5-8 Max Horz5=398(load case 4) Max Uplift,$=91(load case 4), 5=281 (load case 5) Max Grav4=131(load case 3), 5=1153(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=209/622.2-3=177/97, 3-4=150/82 BOT CHORD 1-5=-457/215,4-5=-457/211 WEBS 2-4=100/542, 2-5=972/245 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3.4 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=20(F=-6), 4-5=14, 1-3=-52 ® WARNINO - VerM design parameters and READ NOTES ON THIS AND INCLUDED ef1TEE REFERENCE pAGE MU -7473 BEFORE USE. Design valid for use only vAth MTek connectors. This design Is based only upon parameters shown. and is for on individual building component. ApplicobJity, of design paramenters and proper incorporation of component is responsibility of building designer- not two designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibility, of the ereciw. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delvery, erection and bracing, consuft ANSI/TPII QuofBy Criteria, DSB-89 and BCSII Building Component Safety Information available ham Truss Piote Institute. 583 D'Onof io Drive. Madison. WI 53719. oQq�OFESS/pyq IFy S. TjNG, 1CQe F� iZr1 w Q46433 Iva �• WOW 7777 Greenback Lane. Suite 109 6.2007 Jab Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 A14 MONO TRUSS 1 1 R26570:97 �.,,,..ra��..,..�......e..-.. ,__ 1----....,.,e......._...,� MT20 220/195 TCDL 10.0 Lumber Increase 1.25 Job Reference o tions 5.6-11 5310 2x4 II 3 2x4 I I 3x4 = 5 .11 6-10-2 10-10 S —P.. v.., may. Scale = 1:34.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.04 1-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.08 1-5 >938 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(fL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=214/0-1-8, 5=418/0-5-8, 4=109/Mechanical Max Harz 1 =275(load case 4) Max Uplift4=-66(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=171/52, 2-3=106/73, 3-4=65/43 BOT CHORD 15=99/50, 4-5=99/50 WEBS 2-5=274/66, 2-4=63156 NOTES 1) This truss has been designed forthe wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll Vert: 1-5=20(F=6), 4-5=14, 1-3=52 - ® WARNINO - VerYl; design parameters and READ NOTES ON TRIS AND INCLUDED MITER REPEREMCE PAGE MD -7473 BEFORE USE. Design varid for use only with Wek connectors. This design Is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper Incorporation of component is responssibiPly, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsbllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control. storage .m delivery, erection and bracing. consult ANSI/fPll Quality Criteria. DSB-89 and BCSil Building Component s' Safety Information available from TaPlate Institute, 583 D'Onotno Drive. Madison. WI 53719. i OQRpFESS/o CO C 0433 T. !a MiTeW 7777 Greenback Lane, suite 109 6.2007 Job Truss Truss Type Qty Py GIUJAM RESIDENCE GILL0130 A14R MONO TRUSS 1 1 826570298 r ..—um.. I--- ,._ -- -.. 1-5 >999 240 Job Reference o tions • Ma" 6.200 s Jul 13 2005 MI-rek Industries, Inc. Wed Sep 05 1828:42 2007 Page 1 I-S.f>11 I 10-10-S Sfa11 5-3-10 1.5.4 II qzq — 1 8-0.0 Jrsc4 II 3x4 = I 5.6.11 l 8 to 110-11M 5.6.11 2-10-14 24-13 Scale= 1:35.0 LOADING (psf) SPACING 27 CSI DEFL in (loc) Udeft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.09 1-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.19 1-5 >500 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 50 lb LUMBER TOP CHORD 2 X 4 DF NoA G BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=264/0-1-8, 5=487/0-5-8, 4=1/Mechanical Max Horz 1 =275(load case 4) Max UpliR4=-89(load case 4) Max Gravl=264(load case 1), 5=487(load case 1), 4=4(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=165/56, 2-3=73/83, 3-4=25/58 BOT CHORD 15=97/61, 4-0=97/61 WEBS 2-5=271/58, 2-4=144/80 BRACING TOP CHORD Sheathed or 640-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph Winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 15=20(F=6), 4-5=14, 1-3=-52 ® WARMMO - Verify design Parvmetem and READ NOTES ON THIS AND DJCWDED MrTErr REPERENCE PAGE MD -7473 REVORE USE Design valid for use only with Miifek connectors. This design is based only upon parameters shown. and Is for an Individual building component. Applicability of design paromenters and proper incorporation of component is respomibNy, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the respombiliy of the building designer. For general guidance regarding fabrication. quality control storage, derivery. erection and bracing. comull ANSI/TPll Quality Cdtedo, DSB-89 and SCSI] Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. O9?,o ESS/pN� cCD w C 0b ©My�iy�' L"J ff roMiTw 7777 Greenback Lane, Suite 109 6, 2007 Job TrUSS Tfu55 Type Pty Ply GILUAM RESIDENCE GILL0130 A15 JACK 2 t 826570296 i ,,,,.,mn„w i „mr.e. r•,. �.,. �..__ .-_ e�..,o ,.,...�...,_._ 1-3 >999 240 Job Reference optional) S.ZUU s Jud 13 2005 Misek Inaustnes. Inc. Wed Sep 05 19:26:43 2007 Pagel 2x4 = Scale = 1:18.9 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.06 1-3 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.11 1-3 >627 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 17 lb LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G REACTIONS (Ib/size) 1=212/Mechanical, 3=58/Mechanical, 2=153/Mechanical Max Horz 1=92(load case 4) Max Uplift2=54(load case 4) Max Gravl=212(load case 1), 3=114(load case 2), 2=153(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=73/56 BOT CHORD 1J=0/0 BRACING TOP CHORD Sheathed or 6-0-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=20(F=6), 1-2=52 WARNINO . Verl/y design pammecers and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building componenl. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not tnra designer. Bracing shovas is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibility of the erector. Additional permanent bracing of the overall structure 6 the responsbility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and 6CSI1 Building Component Safety Infonnallon available from Tans Plate Institute. 583 D'Onof c, Drive. Madison. W153719. oQROF ESSIp yq S UJ TiN��F z Q 0'46433 T MIRW 7777 Greenback Lane. Suite 109 6,2007 Job Truss Truss Type Qty Ply GILUAM RESIDENCE GILL0130 A16 CAL HIP 7 1 826555206 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 Job Reference (optional) 6.200 s Jul 13 2005 M7ek Industries, Inc. Tue Sep 04 17:10:51 2007 Page 1 26-10.9 I 7-5-12 14-0-15 21-0-12 21- 15 32-7-7 37-7-1 37- -4 451-1 52-0-4 591i-0 t I I I 4- I I Sral 7-512 6-114 7-1-13 0-4-3 4-11-9 58-15 4-11-9 0.4-3 7-1-13 6.114 7572 e =1:104.2 515-60 t 22.40 r 3x10 = 5 -- 5 4x6 = 3 0� _ 6a0 -F1 20 19 18 17 16 15 14 13 2x4 11 4X8 = 5x8 W�B�=- 2x4 II 3xALL BE DESIGNED BY 10 Q=i 4x6 = 2x4 11 3x8 NN TEMP i AND DESIGNER AND APPROVED BYIARCHITECT, PROJECT ENGINEER AND LOCA BLDG. DEPT. 7_512 410 144-15 I 21-6-12 29-9-0 I 37-114 I 45-1-1 52-0-4 I 56.01 50.64) � i 75-12 0.64 6.4-15 7-1-13 624 624 - 7-1-13 611-0 4512 3.0-0 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.12 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.26 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.08 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 331 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 4-2-7 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-0-0 oc purlins (4-8-14 max.): 5-7. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. WEBS 1 Row at midpt 8-16.10-12 2 Rows at 1/3 pts 6-18,6-16 REACTIONS (Ib/size) 21=2223/0-5-8,12=177110-5-8 Max HGrz21=199(load case 3) Max Uplift21=118(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=202/630,2-3=1123/0, 3-4=992/0, 4-5=1525/6,5-6=1306/32.6-7=1626/39.7-8=1885/15.8-9=1990/0, 9-10=2135/0, 10-11=106/343 BOT CHORD 1-21=468/212, 20-21=468/258, 19-20=0/930, 18-19=0/930, 17-18=0/1670, 16-17=0/1670, 15-16=0/1836, 14-15=0/1836, 13-14=0/1623,12-13--0/1623,11-12=226/121 WEBS 2-21=2039/81, 2-20=0/1672, 4-20=856/76, 4-18=17/539, 5-18=0/349, 6-18=666/48, 6-16=229/90,7-16=0/480, 8-16=302!71, 8-14=15/146, 10-14=0/246, 10-13=0/179, 10-12=2429/0, 6-17=0/283 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 60 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-5=52, 5-7=52, 7-11=52, 1-21=20(F=-6), 12-21=14, 11-12=20(1`=-6) A WARNING - Verj& des(gn parametern and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only wilh Mitek connectors. This design is based only upon parameters shown, and is for on individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not two designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult AN51/rPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information avaBable from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. HT 1' MiTeW 7777 Greenback Lane, Suite fog 8.200 s Jul 13 2005 MTek Industries. Inc. Wed Sep 05 18:28:43 2007 Page 1 26-10.9 7-5.12 144-15 2"-12 21- 15 32-7-7 37-7-1 37- 4 45-1-1 52-04 591L11 I I I I I I Scale = 1::04.2 7-5-12 6.114 7-1-13 043 4.11-9 5515 411-9 043 7-1-13 6-114 7-8-12 5 15." I 22.0-0 i 3x10 = 5 -Z� 5 e 4x8 =- 8-0.0 4 _ i 8-0.0 �1 20 19 18 17 16 15 14 13 1 1 3x8 II 3x6 = 5x8 W8 = 2x4 II 3x10 = 3x6 = 2x4 II I� 3x10 = 5x8 WB = 3x8 \\ TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 7.5-12 B-nA 144-11-521-6-1229-9.0r 37114 I 45.11 52-04 S11i0 59.6.0 7-5-12 0.64 64-15 7-1-13 8-24 8-24 7-1-13 6-114 1512 6-" Plate Offsets (X Y): [3:04-0 0-3-4] 19:0-4-0 0-3-41 115:0-4-0 0-0-41 fl9:0-4-0 0-0-41 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.10 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.20 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Hofz(TL) 0.05 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 328 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 5-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-0.0 oc purlins (5-4-8 max.): 5-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 Rows at 1/3 pts 6-18,6-16 REACTIONS (Ib/size) 21=2100/0-5-8,12=1913/0-5-8 Max Horz21=199(load case 4) Max Uplift21=117(load case 5), 12=57(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=202/630, 2-0=1004/0, 3-4=873/0, 4-5=1353/5, 5-6=1151/31, 6-7=1283/36, 7-8=1502/12, 8-9=1286/0, 9-10=1431/0, 10.11=158/520 BOT CHORD 1-21=-468/212, 20-21=-468/258,19-20=01824, 18-19=0/824, 17-18=0/1421, 16-17=0/1421, 15-16=0/1204, 14-15=0/1204, 13-14=0/210,12-13=0/210.11-12=379/165 WEBS 2-211=11916/80,2-20=0/1545, 4-20=786n5,4-18=19/469,5-18=01289, 6-18=514/51, 6-1634/63, 7-16=0/344, 8-16=541205, 8-14=444/65, 10.14=0/1142, 10-13=53/148, 6-17=0/283, 10-12=1786/0 NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 60 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. H porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. o9?,oF ESS/0� 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. R S. T �� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard U 0, �� m 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 uJ m Uniform Loads (plf) X C O4 33 T Vert: 1-5=52, 5-7=52, 7-11=52, 1-21=20(F=-6), 112-211=114,11-112=20(1`=-6) * '1o9 6,2007 WARNWO - Vert& design parameter and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE 8U .7473 BEFORE USE. * Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. �® Applicability of design poromenfers and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsb9bty, of the M iTek' erector. Additional pemlonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSIaPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 90nof o Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 TrussTruss Type Qty Ply GILLIAM RESIDENCE IJob GILL0130 A17 CAL HIP 6 1 R26570288 L il t 1—h— r r 8.200 s Jul 13 2005 MTek Industries. Inc. Wed Sep 05 18:28:43 2007 Page 1 26-10.9 7-5.12 144-15 2"-12 21- 15 32-7-7 37-7-1 37- 4 45-1-1 52-04 591L11 I I I I I I Scale = 1::04.2 7-5-12 6.114 7-1-13 043 4.11-9 5515 411-9 043 7-1-13 6-114 7-8-12 5 15." I 22.0-0 i 3x10 = 5 -Z� 5 e 4x8 =- 8-0.0 4 _ i 8-0.0 �1 20 19 18 17 16 15 14 13 1 1 3x8 II 3x6 = 5x8 W8 = 2x4 II 3x10 = 3x6 = 2x4 II I� 3x10 = 5x8 WB = 3x8 \\ TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 7.5-12 B-nA 144-11-521-6-1229-9.0r 37114 I 45.11 52-04 S11i0 59.6.0 7-5-12 0.64 64-15 7-1-13 8-24 8-24 7-1-13 6-114 1512 6-" Plate Offsets (X Y): [3:04-0 0-3-4] 19:0-4-0 0-3-41 115:0-4-0 0-0-41 fl9:0-4-0 0-0-41 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.10 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.20 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Hofz(TL) 0.05 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 328 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 5-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-0.0 oc purlins (5-4-8 max.): 5-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 Rows at 1/3 pts 6-18,6-16 REACTIONS (Ib/size) 21=2100/0-5-8,12=1913/0-5-8 Max Horz21=199(load case 4) Max Uplift21=117(load case 5), 12=57(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=202/630, 2-0=1004/0, 3-4=873/0, 4-5=1353/5, 5-6=1151/31, 6-7=1283/36, 7-8=1502/12, 8-9=1286/0, 9-10=1431/0, 10.11=158/520 BOT CHORD 1-21=-468/212, 20-21=-468/258,19-20=01824, 18-19=0/824, 17-18=0/1421, 16-17=0/1421, 15-16=0/1204, 14-15=0/1204, 13-14=0/210,12-13=0/210.11-12=379/165 WEBS 2-211=11916/80,2-20=0/1545, 4-20=786n5,4-18=19/469,5-18=01289, 6-18=514/51, 6-1634/63, 7-16=0/344, 8-16=541205, 8-14=444/65, 10.14=0/1142, 10-13=53/148, 6-17=0/283, 10-12=1786/0 NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 60 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. H porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. o9?,oF ESS/0� 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. R S. T �� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard U 0, �� m 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 uJ m Uniform Loads (plf) X C O4 33 T Vert: 1-5=52, 5-7=52, 7-11=52, 1-21=20(F=-6), 112-211=114,11-112=20(1`=-6) * '1o9 6,2007 WARNWO - Vert& design parameter and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE 8U .7473 BEFORE USE. * Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. �® Applicability of design poromenfers and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsb9bty, of the M iTek' erector. Additional pemlonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSIaPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 90nof o Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Job Tru55 Truss Type Qty Ply GI JAM RESIDENCE GILL0130 A78 CAL HIP 3 7 ' R26571)289 t 99asaunW I „mnar e„ L,. rno-.. r, 0.10.,9 ,.,......, ,.._,_ 240 MT20 220/195 TCDL 10.0 Job Reference o tiara 6.200 s Jul 13 2005 Mrek Industries, Inc. Wed Sep 05 18:28:44 2007 Page 1 26-10.9 1 7-5-12 I 14.4-15 I 21-0.12 211-V-15 I 32-7.7 1 37-7-1 37-I1-0 41 5.1-1 I 52-04 I 59-66-0 7.5-12 6-114 7-1-13 043 4-11-9 515 4-11-9 043 7-1-13 6.114 7b12 Scale = 1:1134.2 5 15-6.0 22-0-0 3x10 = 5 5 a - ee - 4x6 4xf + 19 18 17 16 15 14 13 2 34 II 34 = 5x8 WB = 2x4 II 3x10 = 3x6 = 3x6 II 3x10 = 5x8 WB = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 7.5_12 41Q 144-15 I 21-0-12 I 20.9.0 r 37114 45-11 51-0-0 52-04 59-0-0 7-5-12 064 6-0-15 7-1-13 8-24 8-24 7-7-13 510.15 1.0-4 75-12 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.08 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.17 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.03 12 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 323 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 5-7-2 oc purlins, except BOT CHORD 2 X 4 DF No.1 G 2-0-0 oc purlins (6-0-0 max.): 5-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 Rows at 1/3 pts 6-17.6-15 REACTIONS (Ib/size) 20=1989/0-5-8,12=2039/0-5-8 Max Horz20=199(load case 4) Max Uplift20=112(load case 5), 12=128(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=202/630.2-3=-897/0.3-4=766/0, 4-5=1198/0, 5-6=1013/25.6-7=977/23.7-8=1157/0,8-9=659/0, 9-10=779/0, 10-11=212/672 BOT CHORD 1-20=468/212, 19-20 68/258, 18-19=0!728, 17-18=0/728, 16-17=0/1198, 15-16=0/1198,14-15=0/624,13-14=0/624, 12-13=500/223, 11-12=500/223 WEBS 2-20=1806/75, 2-19=0/1430, 4-19=724/72, 4-17=17/407, 5-17=0/234, 6-17=377/47, 6-15=-425145,7-15=0/218. 8-15=-8/504, 8-13=-801/70, 10-13=0/1410, 10-12=1845/78, 6-16=0/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 R above ground level, using 10.0 psf top chord dead load and 7.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 60 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-5�52, 5-7=52, 7-11=52, 1-20=20(F=-0), 12-20=14, 11-12=20(1`=-0) A WARNING - Vert/ly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and Is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responabdity, of budding designer- not truss designer. Bracing shown is for loterol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity, of the erector. Additional permanent bracing of the overall structure is the responsbilly of the budding designer. For general guidance regarding fabrication quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-69 and BCSII Building Component Safety Inform lion available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. W, Mitek 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Pty LEE/ GILLIAM RESIDENCE GILL0130 A19 MONO CAL HIP 1 I 1 I 826514932 1 rrv.mn,,,., r,,..,Lo. r.. I,.. >999 240 MT20 220/195 TCDL 10.0 Job Reference o tions 9.200 s dui 13 2005 MrTex Industries, Inc. Wed Aug 29 16:0128 2007 Page 1 411-11 1 -lo-15 of 12 13-11-12 I 19-54 I 24-5.15 I 29-9-3 I 351L7 I 40-3.12 I 47-0 I 51-0-0 , 4-0-11 4104 0`17. 5 -113 4-5-0 5-5.8 5 11 5-3.4 5.3-4 5-3-4 5-3-4 5.5.0 Scale = 1:89.4 5x0 3x8 = 5x8 WB = 6.o0 12 3x8 = 5x8 WS = 5x10 = 3x8 = 3x8 = 3x8 = 3x8 = 3x8 11 3x6 11 3x10 = 5x8 WB = 6x8 = 19.3-8 Jx1J ; 2x4 II 5x6 =' 5x6 = 5x8 WB = la Ia l4 3x8 = 3x8 = 5x6 = t 4-0-0 4-001 9-6-12 1T 111-11F 19�r1� 24-5-15 I 29-9-3 '45-0-7 i 40-0-12 + 457-0 5144 1 4-0-0 0.0-11 5-6-1 45-0 5-3-12 0.1-12 5.0.11 5-34 5-34 5-34 5-34 5.5.0 6 d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.14 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.26 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.05 14 n/a n/a BCDL 7.0 Code UBC97/ANS(95 (Matrix) Weight: 276111 LUMBER BRACING TOP CHORD 2 X 4 DF No.t G TOP CHORD BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G 'Except* BOT CHORD 7-21 2 X 4 DF No.1 G WEBS JOINTS REACTIONS (Ib/size) 14=1948/Mechanical, 21=4345/0-5-8, 25=1087/0-5-8 Max Horz25=241(load case 4) Max Uplif1114=92(load case 3), 21=190(load case 4), 25=68(load case 5) Sheathed or 640-0 cc purlins, except end verticals, and 2-0-0 oc purlins (3-7-14 max.): 3-13. Rigid ceiling directly applied or 4-5-7 oc bracing. 1 Row at midpt 7-21, 11-15, 12-14 1 Brace at Jl(s): 13 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=1108/684.2-3=1176113, 3-4=11211132.4-5=311/5011, 56=104/2036, 6-7=104/2036, 7-8=11965/1188,8-26=2760/216, 9-26=2760/216,9-10=2709/206, 10-11=2709/206.11-12=1818/159.12-13=52f74.13-14=275/94 BOT CHORD 1-25=557/111, 25-27=557/90,24-27=557/90, 24-28=5011196,23-28=501/96, 22-23=2036/11116,211-22=2036/116, 20-21=90/312, 19-20=90/312, 19-29=157/1965, 18-29=157/1965, 17-18=157/1965, 16-17=186/2760, 15-16=178/2709, 14-15=134/1818 WEBS 2-24=0/712, 3-24=570/119, 4-24=-04/913, 4-23=1232/218, 523=97/2030, 5-21=1953/262, 7-21=3214/134, 7-20=0/364, 7-19=89/2221, 8-119=13151222,8-117=39/11067. 9-17=555/189, 9-16=-68/14, 11-16=0/419, 11-15=1197/63, 12-15=0/1054, 12-14=2372/114, 2-25=869/78 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Girder carries hip end with 0-0-0 right side setback, 10-0-0 left side setback, and 7-0-0 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 Ib down at 9-8-8, and 200 Ib down at 0-0-0 on top chord, and 320 Ib down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 A WARNING - VerM design parameters and READ NOTES oN THIS AND INCLUDED MITES REFERENCE PAGE AM -7473 BEFORE USE Design vofid for use only vMh Wek connecfors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overatl structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/IPII Qua01y Criteria, OSB -89 and BCSII Building Component Safety Intormation avaBdble from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. �OQ?,pFESS/pN�` S. cc C 0469.3 T emw August 30,2007 �e MiTek7 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply LEE / GILUAM RESIDENCE GILL0130 A19 MONO CAL HIP 1 1 826514932 —_ .._ ..�.,..e ..., ..�...,_._ Job Refere ce o bona o.<w a wi w cwo mu en muunuwa, r c. �rvea .wg ca i.co cwr rage c LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=52, 3-13=114, 1-25=20(F=-6), 25-28=14, 14-28=31(F=17) Concentrated Loads (lb) Vert: 1=200(F) 3=258(1`) 27=320(F) A WARNING - Ver(/y design parameters and BEAD NOTES ON TFUS AND fNMMED EDTER REFERENCE PAGE MU.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and Is for on individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown MIMIC rs far lateral support of individual web members only. Additional temporary bracing to insure stability during construction a q the responsibility of the 1 V I I MIC erector. Additional pemranent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. rmollon avoilable from Truss Plate institute. 583 D'Onofquality control. storage. delivery. erection and bracing. consult ANSI/TPI1 Quality Cdtedo, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 709, Safety Intonn o Drive. Madison, wl 53719. Job TNss Truss Type Qty Ply LEE / GIIJJAM RESIDENCE GILL0130 A20 MONO CAL HIP 1 1 826514933 BC 0.30 Vert(TL) -0.10 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO _ 6.200 s Jul 13 2005 Mi -Tek Industries, Inc. Wed Aug 29 16:01:29 2007 Page 1 4-0_11 9 8-10.15 111-6-19 1 14A-9 1 IA -SA 1 24-5.15 1 29-9-3 i 354L7 1 40-3-17 i 45-7-0 1 514)-0 4-0-11 4-10-4 2-7-13 2-9-13 5-0-11 5.0-11 5.3.4 5.3-4 5.3.4 5-3-4 55-0 Scale = 1:89.4 54 i 3x6 = 3x6 = 3x8 = cb 8-7 4x6 = 3x6 = 5x8 WB = 3x10 = 3x8 = 3x6 = 3.6 11 0 4��Icc88�=4-0-0 ' .8-00 1 - r 4 19-3.8 23 22 21 20 19 18 17 16 15 14 13 2x4 II 300 = 3x6 = 5x8 WB - 3x6 = 3x6 = 2x4 II 3x6 = 3x6 = 4x6 = 5x8 WB = 441-0 4-0.11 11.6-12 i 1449 1 19-0.6 19.AA 24-5-15 1 29-8-3 1 '451L7 i 400.1 I 45-7.0 I 514)-0 4-0-0 0-0-11 76-1 2-9.13 ' 4-10.15 0.1-12 5-0-11 5-34 5-3-4 5-3A 5J4 5-5-0 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.05 23-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.10 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.03 13 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 297Ill LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 OF Std G BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 13=909/Mechanical, 20=1901/0-5-8,24=597/0-5-8 Max Horz24=292(load case 4) Max Uplift24=106(load case 5) Max Grav 1 3=91 2(load case 7), 20=1901(load case 1), 24=597(load case 1) Sheathed or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc purfins (6-0-0 max.): 3-12. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-20.11-13 1 Brace at Jt(s): 12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=114/257, 2-3=77/114, 3-4=1/80, 4-5=0/209, 5-6=0/665, 6-7=218/80, 7-8=822/46, 8-9=-822/46, 9-10=1063/32, 10-11=707/50, 1111-12=-60/86.112-13=124/37 BOT CHORD 1-24=164/111, 23-24=180/111, 22-23=209/84, 21-22=665/47, 20-21=665/47, 19-20=-09/218, 18-19=32/822, 17-18=1311102,16-17=13/1102,15-16=13f1 102,14-15=10/1063,13-14=25/707 WEBS 2-23=13/163, 3-23=348/103, 4-23=29/425, 4-22=508/40, 522=-81723, 5-20=829/63, 6-20=1314/0, 6-19=0/724, 7-19=896/0,7-18=0/436,9-18=41810,9-16=0/179, 9-15=58/3,10-15=0/207,10-14=525/0.11-14=0/499,11-13=1017/0. 2-24=484/139 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, Condition 1 enclosed building, of dimensions 120 It by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Girder carries tie-in spans of 2-0-0 from front girder and 240-0 from back girder. 8) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 Ib down and 11 Ib up at 11-8-8 on lop chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 A WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shovm. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is resporufbTty, of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component Safety Information oval able from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. oQEtOFESSt S. Q fn Of Of 433 T. August 30,2007 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty PlyLEE / GILLIAM RESIDENCE GILL0130 A20 MONO CAL HIP 1 1 826514933 JobReference (optional) Is..= s Jul 13 2005 MI I ek Inaustne5. Inc. Wed Aug 29 16:01:29 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=52, 3-12=52, 1-24=20(F=-6), 13-24=14 Concentrated Loads (lb) Vert: 3=26 WARNWQ • Ve11/y deafgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE BM 7473 BEFORE USE. �' Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paraenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbB6ty, of the I I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ;�Qk+ fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/IPII Quality Criteria, DSB-89 and BCSII Building Component Safety Inlormallon available from Truss Plate Institute. 583 D'Onotrro Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply CSI GILL0130 A21 CAL HIP 1 1 R26573290 =Reference Longfellow Lumber Co.. Inc., Chico. Ca. 95928-7434. Man Dietz Lumber Increase 1.25 BC 0.49 - -Joba 5 dm a 2005 MITex industries. Inc. Wed Sep 05 1828:44 2007 Page i 5-0-17 5;-05 1161 { 19-1-15 I. 74-9-1e I 31=5,17 I 4711 3715r4 460-11 t 51-0.0 t 5-0-12 04-3 6-1-2 6-7-14 6-7-14 6-7-14 5-7-5 0.4-3 6.7-7 6-11-5 Scale = 1:89.4 6.00 F1-2 5x6 - 3x6 = 3x6 = 3x10 = 5x8 W6 = 5x8 = 5x8 O = 20 19 18 17 16 15 14 13 12 11 I 400 4x6 3x8 II 3x10 = 3x8 = 5x8 WB = 3x6 = 5x8 = 3x10 = 19-3-8 2x4 II oxo wa 5-0-12 11.8-1 18.1-15 24-9.14 31512 31 3754 47-0-0 514.0 5-0-12 6-55 6-7-14 6.7-14 6.7-14 0-2-12 5512 9-6.12 4-0-0 reale Uttsets (X Y):r2'0-2-8.0-2-8t r5:0-4-0 0-3-4t r8.0 -2-1z 0-2 8t x13 0 4 0 0 oft (n'o 4 0 0 041 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.13 11-12 >999 240 MT20 220/195 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.22 11-12 >835 180 BCLL 0.0 Rep Stress Incr NO W13 0.81 Horz(TL) 0.03 14 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 285 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.t G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 20=921/Mechanical, 14=1845/0-5-8,11=615/0-5-8 Max Harz20=256(load case 3) Max Uplifl11=99(load case 3) Max Grav20=926(load case 6), 14=1845(load case 1), 11=619(load case 7) Sheathed or 6-0.0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-19, 4-15, 6-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-698/62, 2-3=589(73, 3-4=965/51, 4-5=445/80, 5-6=445/80, 6-7=0/490, 7-8-0/108, 8-9=-47/157, 9-10=173/399, 1-20=892/0 BOT CHORD 19-20=16/215, 18-19=0/965, 17-18=0/922, 16-17=0/922, 15-16=0/922, 14-15=0/445, 13-14=490/74, 12-13=490(74, 11-12=41/95, 10-11=279/175 WEBS 2-19=35/108, 3-19=568/15, 3-18=0/186, 4-18=5/67, 4-16=0/224, 4-15=684/0, 6-15=0/629, 6-14=1307/0, 7-14=-829/12, 7-12=0/676, 8-12=343/46, 9-12=129/59, 9-11=565/186, 1-19=0/759 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=52, 2-8=52, 8-10=52, 11-20=14, 10-11=20(F=-6) WARNING.- V—M design parameters and READ NOTES ON TN7S AND INCUMED MITER REFERENCE PAGE MU -7473 BEPORE US8 Design valid for use only with Miiek connectors. This design is based Only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of budding designer- not Truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the erector. Additional permcnent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication quality control storage. delivery, erection and bracing, consult ANSI/TPII Quadly Criteria. DSB-89 and BCSII Budding Component Safety Infannatlon ava9able from Truss Plate Institute. 583 D•OnobtO Drive. Madison. WI 53719. O0?,o ESS/��� S. TjNc�Fy G1 LLI ry IX C 04633 ll T. ff _MW 7777 Greenback Lane. Suite 109 6,2007 Job 54 .1 S Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 A21A CAL HIP 1 1 R26570291 I en. cr,,.., .,_._ - ..... ..a...... -.- 54-15 7-0-121 11.6-1 I 1B-1-15 I 24-9.14 31-5-17 I 35.54 P7-1-10 44.0-11 I 51.0.-0 54.15 1-7-13 4-55 6-7-14 6-7-14 6-7-14 3-11-8 1-7-13 6-11-10 6.11-5 Scale = 1:89.4 5x6 '- 6.00 12 3x6 = 3x10 = 5x8 VVB = 3x8 = 4x6 = 6x8 2 3 4 5 A I o = 21 20 19 18 17 16 15 14 13 12 11 4x8 3.6 II 3x10 = 3x6 = 5x8 VVB = 3x6 = 5x6 = 3x10 = 2x4 II 3xd\\ 2x4 II 15x8 - 19.38 i 7-0-12 11 b-1 16-1-15 24-9-14 31512 31#8 355-4 47-0-0 51-0-0 7-0-12 455 6-7-14 6-7-14 6-7-14 0-2-12 3.6.12 11.6-12 4-0-0 Plate Offsets (X.Y): 15:0- 00-3-41 [14:0-4 0 0-041 (180-4-0 0-041 LOADING (pso SPACING 2-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.10 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.17 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.02 11 n/a n/a BCDL 7.0 Cade UBC97/ANS195 (Matrix) Weight: 305 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.1 G (6-0-0 max.): 2-8 WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 640-0 oc bracing: 13-15,10-11. WEBS 1 Row at midpt 3-20, 4-19, 4-16, 6-15, 9-13 REACTIONS (Ib/size) 21=936/Mechanical, 15=1803/0-5-8, 11=617/0-5-8 Max Horz21=270(load case 3) Max Uplift11=101(load case 3) Max Grav21=940(load case 6), 15=1803(load case 1), 11=624(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-216/70, 2-3=666/87, 3-4=-851f73.4-5=-433/99, 5-6=-433/99,6-7=0/375.7-8=0/150,8-9=37/207. 9-10=115/411, 1-21=885/1 BOT CHORD 20-21=32/235, 19-20=0/851, 18-19=0/838, 17-18=0/838, 16-17=0/838, 15-16=0/433, 14-15=375/93, 13-14=375/93, 12-13=0/164, 11-12=0/164, 10.11=281/124 WEBS 2-20=0/143, 3-20=429/34, 3-19=0/156, 4-19=9/53,4-17=01234, 4-16=623/0, 6-16=01623,6-15=1221/0.7-15=-807/0, 7-13=0/650, 8-13=385/50,1-20=V724, 9-12=0/238, 9-13=265/17, 9.11=-094/48 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7;0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 OQ��F ES.S/�N� 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S �� TSN l �2 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. Z 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q tT LOAD CASE(S) Standard * E 04 3' X *. 6,2007 A WARNINO - Verjjy design parameters and READ N07ES ON THIS AND iNcWDED MITER RpFgR81yCE pAGE AW -7473 BEFORE US& �* Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an Individual building component.Rn1�' Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown MI 1,�k� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. Information contro4 storage, delivery. erection and brach 9. consult ANSIITFII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Soley Inlortnalion avaBable from Truss Plate Institute. 583 D'OnoI a Drive, Madison. WI 53719. Job Truss Truss Type Qty Pty GILLAM RESIDENCE GILL0130 A22 CAL HIP 1 1 R26570292 -0.05 23-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 v.cw a..u, ,.. cw� m„ cis u,uuau:as, m�. rveu aup w :o<o.ra cwr rage i 7-5-1 I 14.4-1s 17-6-12 I 21-10-15 1 26-10-q I 32-7-7 I 37-7.1 I 41-114 i45-1-1 I 51-0-0 7-5-12 6.114 3-1-13 443 4-11-9 5.8-15 4-11-9 443 3-1-13 5-10-15 Scale c 1:89.4 3x10 = I _ 18-0-0 5x6 i — — .- .. _. - - — 54 24 23-7-8 0 19 18 17 16 15 3.6 II qx8 = 3x6 = 5x8 WB = 5x8 = 2x4 II 3x8 =5x8 WB = 3x10 = 3x6 = 300 = tp 86-0 3x6 II 22.3-10 I 7-5-12 } 14415 171.12 1 23-7-8 I 29-M 41-11-4 45., 1I 5�� 23-10 5-2-2 6-114 3-1-13 6-0.12 6.1-8 12-24 3-1-13 5-10-15 LOADING (psf) SPACING 2-0..0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.05 23-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.11 23-24 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.01 14 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 334 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 25=75010-5-8.14=783/Mechanical, 20=1838/0-58 Max Horz25=214(load case 4) Max Upl'Ift25=10(load Case 5) Max Grav25=759(load case 6), 14=807(load case 7), 20=1838(load case 1) Sheathed or 64)-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-11. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-25,24-25,20-22. 1 Row at midpl 6-22, 10-16, 11-16, 7-20, 9-20, 10-18 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=68/146, 2-3=671/0, 3-4=-430/9, 4-5=342/40, 5-6=191/92, 6-7=136/90, 7-8=0/315, 8-9=0/315, 9-10=557/84, 10-11=541/79, 11-12=-634r79,12-13=-619/31 BOT CHORD 1-25=94/68, 24-25=146/61, 23-24=79/560, 22-23=37/310, 21-22=315/31, 20-21=315/31, 19-20=0/278, 18-19=0/278, 17-18=0/557,16-17=0/557,15-16=0/516,14-15=0/0 WEBS 2-25=685/24, 3-23=285/47, 523-0/296, 5-22=-446/43, 6-22=165/23, 7-22=0/748, 10-16=-07/42, 11-16=9/101, 12-16=26/133, 12-15=318/45, 1315=0/647, 3-24=84/87, 2-24=0/675, 7-20=942/59, 9-20=961/0, 13-14=773/0, 10-18=337/73, 9.19=0/187, 9-18=0/523 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 it by 60 it with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 / QROFESS/0ti� S. CO M C 046433 -- EM of C 6,2007 WARNING - VerjN design par cam and READ NOTES ON THIS AND INCLUDED M7Ea REFERENCE PAGE MU 7473 BEFORE USE. ° Design valid for use only with MTek connectors. This design is based only upon parameters shaven. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MI l;� ekis for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the balding designer. For general guidance regarding Safety Into quality conhoL storage. delivery, erection and bracing. consult ANSI/1PI1 Quality Criteria, OSB -89 and BCSIi Building Component - 7777 Greenback Lane, Suite 109 Safety Intomlallon available from Tens Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply GIWAM RESIDENCE GILL0130 A22 CAL HIP t t 826570292 t aaarenaw i ��mmv., r i„� r•s,,..,, �� a�o,o-,.,......� ,.��_ ab Reference o tional LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-6=52, 6-11=52, 11-13=52, 1-25=20(F=6), 14-25=14 A WARNING - Ver{/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE Design valid for use only with MrTek connectors. The design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenias and proper incorporation of component is responsibility of building designer -not two designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilfify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Crtferiu. DSB-89 and BCSII Building Component Safety Iniormallon available from Two Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. mi r ems muuauros, mc, uvea ..P.. ---, rage Nil' MiTek' 7777 Greenback Lane, Suite 1D9 Job Truss Truss Type Qty Ply GIWA I RESIDENCE GILL0130 A23 CAL HIP 1 1 R26570293 Lonafellow Lumber Co.. Ine --r 9xo71L7AIA l noel_ sell -1- Lumber Increase 1.25 BC 0.30 Vert(TL) -0.10 23-24 >999 180 Job Reference (optional) 15.200 S Jul 13 2005 Mil-ek Industries. Inc. Wed Sep 05 18:28:46 2007 Page 1 i 7- 17 1 14415 i 19-17 R1-10.151 76-10-9 i 37-7.7 1 37-7-1 P9 -11A i 45-1-1 I 51-0-0 7-5-12 6-11-0 5-1-13 243 4-11.9 5-8-15 4-11-9 2-4-3 5-1-13 540.15 Scale = 1:89.4 3x10 = 5x8 - 4x6 = 5x8 VJB = 3x6 = 5x8 11-0 , 3 8 0 19 18 17 16 15 1P B-6-0 4x8 = 4x8 = 3x6 = 5x8 VVB = 54 = 2X4 11 3x6 = 3x10 = 3x6 = 3x6 11 3x6 11 3x10 = 5x8 WB = 1-01 7-5-17 i 14415 19-12 23-7.829-9-0 3911-4 45-11 41-0.0 1 1 115.0 5-11-12 6-11-0 5-1-13 4-0-12 6-1.8 10-2.4 5-1-13 5.10.15 Plate Offsets (X.Y): [4704-0.0-3-41, [6:0-3-0.0-2-81, [8:0-4-0.G-3-41, 1110 2-12 0 2 81 (17:04-0.0-G4]. [22:G4-0.0-0-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.05 23-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.10 23-24 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.02 14 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 346Ili LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 25=705/0-5-8,14=773/Mechanical, 20=1888/0-5-8 Max Horz25=232(load case 4) Max Grav25=716(load case 6), 14=808(load case 7), 20=1888(load case 1) Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (64)-0 max.): 6-11. Rigid ceiling directly applied or 10-" oc bracing, Except: 6-0-0 oc bracing: 20-21. 1 Row at midpt 5-21, 6-21, 10.16, 12-16, 7-20, 9-20, 10-18 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=63/0, 2-3=802/0, 3-4=-452/5, 4-5=364/37, 5-6=76/106, 6-7=9/110, 7-8=0/318, 8-9=0/318, 9-10=493/109, 10-11=514/104, 11-12=634/99, 12-13=-624/33 BOT CHORD 1-25=0/58, 24-25=181/102, 23-24=89/664, 22-23=-47/331, 21-22=47/331, 20-21=318/46, 19-20=0/255, 18-19=0/255, 17-18=0/493, 16-17=0/493, 15-16=0/522, 14-15=0/0 WEBS 2-25=639/35, 3-23=379148,5-23=01371. 5-21=562/43.6-21=210/18.7-21=01776,10-16=10/88,11-16=0/94, 12-16=35/55, 12-15=-305/65, 13-15=0/655, 3-24=5/153, 2-24=0/613, 7-20=975/46, 9-20=965/0, 13-14=776/0, 10.18=345/56, 9-19=0/206, 9-18=0/496 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 It by 60 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 ooko ESSlp,�q S. TjNc�FZ Q G) I a C 0433 T ber 6,2007 A WARNING - Verj jy design parameters and READ NOTES ON TIUS AND ZNCLUDED hUTER REFERENCE PAGE AW 7473 BEFORE USE. Design valid for use only with M1Tek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenlers and proper incorporation of component is responsibility of building designer- not two designer. Bracing shown � is for lateral support of individual web members only. Additional temporary bracing to insure stabiriy nA; during construction is the responsibility of the KWIC I WIC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quV control. storage. defivery. erection and bracing, consult ANSI/rPll Quality Criteria, DS6-89 and BCSII Building Component neo m Peero4K• Safety Infonnallon available from Two Plate Institute. 593 D•Onofno Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Tws9 Type Qty Ply GILUAM RESIDENCE GILL0130 A23 CAL HIP 1 1 826570293 Lonatellow Lumber Ca_ Ina.. Cnim r a50�A]die ua. n:ar, _ _Job Reference o tiorsal rvea aep w ra:ca.na — rage , LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 1-6=52, 6-11=52, 11-13=52, 1-25=20(F=6), 14-25=14 WARNING • VerjJy design parameters and READ NOTES ON IBIS AND WCLUDED ffiTER ItEPERFXCB PAGE AW -7473 BEFORE USE. " Design valid for use only with MLTek connectors. This design Is based only upon parameters shown. and is for an individual building component. Applicablity of design paromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult AN51/rPil rivalHy Criteria, DS6.69 and BCSII Building Component .aw�o m P�nronr Safety Information available from Truss Plate Institute. 563 O'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 b.LUU 5 Jul 13 ZUUS MI Iek Industries. Inc. Wed Sep 05 18:28:46 2007 Page 1 26-10-9 I 7-5-12 144-15 21.6-12 21-1 15 32-7-7 14 37-7-1 37- 45-1-1 52-0-4 596-0 I I i I I I I 7-512 6.114 7-1-13 04-3 411-9 56-15 411-9 04-3 7-1-13 6-114 7-5•12 Scale =1:110.6 4x8 = 5 15.8'0 1 22-0-0 3x10 — 8 6 a 4 23 22 21 20 9 18 . 17 16 15 1 8611 4x0 = 3x8 = 3x8 = 5x8 WS = 5x6 = 2x4 II 3x10 = 3x6 = 3x6 11 3x6 II 3xio = 5x8 WB = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 11 7-5-12 + 144-15 I 216-12 f3.7-8 29-9-0 37114 4511 51-0-0 52 596-0 iI I I�-0r4 -I 1641 5-11-12 6-114 7-1-13 2-0.12 6-16 8-24 7-1-13 5-10-15 1-04 7-5.12 LOADING (psf) Truss Truss Type Qty Ply GILLIAAA RESIDENCE Lob 130 A24 CAL HIP 3 1 826570294 Laoafan—L—n-r-, i,,,- cw.,, Vert(TL) -0.13 17-18 >999 180 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) b.LUU 5 Jul 13 ZUUS MI Iek Industries. Inc. Wed Sep 05 18:28:46 2007 Page 1 26-10-9 I 7-5-12 144-15 21.6-12 21-1 15 32-7-7 14 37-7-1 37- 45-1-1 52-0-4 596-0 I I i I I I I 7-512 6.114 7-1-13 04-3 411-9 56-15 411-9 04-3 7-1-13 6-114 7-5•12 Scale =1:110.6 4x8 = 5 15.8'0 1 22-0-0 3x10 — 8 6 a 4 23 22 21 20 9 18 . 17 16 15 1 8611 4x0 = 3x8 = 3x8 = 5x8 WS = 5x6 = 2x4 II 3x10 = 3x6 = 3x6 11 3x6 II 3xio = 5x8 WB = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 11 7-5-12 + 144-15 I 216-12 f3.7-8 29-9-0 37114 4511 51-0-0 52 596-0 iI I I�-0r4 -I 1641 5-11-12 6-114 7-1-13 2-0.12 6-16 8-24 7-1-13 5-10-15 1-04 7-5.12 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.07 17-18 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.13 17-18 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.02 14 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 3581b LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 24=705/0-5-8,14=1495/0-5-8,19=1788/0-5-8 Max 1-1=24=199(load case 3) Max Uplift24=-6(load case 5), 14=202(load case 3) Max Grav24=725(load case 6), 14=1528(load case 7), 19=1788(load case 1) Sheathed or 6-0-0 oc purlins, except 240.0 oc purlins (6-0-0 max.): 6-9. Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-0-0 oc bracing: 19-20,14-15,13-14. 1 Row at midpt 5-20, 6-20, 8-17, 9-17, 7-19, 8-19 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-62/0,2-3=813/0, 3-4=-477140.4-5=329173,5-6=0/217, 6-7=0/169.7-8=0/290,8-9=364/111, 9-10=472/94, 10-11=20410,11-12=325/0,12-13=211/673 BOTCHORD 1-24=0/68, 23-24=150/249, 22-23=64/672, 21-22=24/358, 20-21=24/358, 19-20=290/152, 18-19=0/195, 17-18=0/195, 16-17=0/234, 15-16=0/234.14-15=5021223,13-14=502/223 WEBS 2-24=-647/55, 3-22=360/46, 5.22=0/399, 520=-041/46, 6-20=322/40, 7-20=0/831, 8-17=0/332, 9-17=272/67, 10-17 8/203.10-15=-495/113,12-15=0/902.12-14=1335/151.8-18=0/248, 3-23=9/144, 2-23=0/611, 7-19=967/5, 8-19=848/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 It by 60 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 A WARNING - Ver(N design Parameters and READ NOTES ON THIS AND DNCLUDED MITER REFERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramentess and proper incorporation of component is responsibility at building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional Permanent bracing of the overall structure is the responsbLty of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/1`1`11 Quality Criteria. DSB-89 and BCSII Building Component Safety Informailon available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison, WI 53719. oO?�o ESS/(0) (yT1 C 09.3 M ©—.ntt1�'�r ber 6,2007 7777 Greenback Lane. Suite 109 Job Truss e - Qty Ply GILLIAM RESIDENCE GILL0130 A24 F.A-L.11-yp 3 1 R26570294 lJob Longfellow Wmger Ce 1— rnt,•., cn Reference o tions .,,, <...... ,.,,, c,. muuamca, um. uvea ..P.. ro.m.rg — rage i LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=52, 6-9=52, 9-13=52, 1-24=20(F=-6), 14-24=14, 1314=20(F=-6) 0 WARND70 - VerVlj design parnmefera and READ NOTES ON THIS AND INCLUDED 1117TEK REFERENCE PAGE ffiI.7473 BEFORE USE. Design voBd for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component B responsbliy, of building designer- not Inns designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. qualty control, storage. de8very, erection and !racing. consult ANSI/FPI I Quality Criteria, DSB-89 and BCSI I Building Component Safety Infonnaflon available from Trus Plate Institute. Sa3 D'Onofno Drive. Modhon. WI 53719. R' MiTek7 7777 Greenback Lane. Suite IOS Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GIL10130 A25 CAL HIP 1 1 826570295 L—Ie0ew I.,mber ce c;.;,-.. �� ota�o_,.,... _...,._._ Job Reference (optional) b.zuu s Jul 13 2005 MTek Industries. Inc. Wed Sep 05 18:28:47 2007 Page 1 26-10-9 I 75-12 I 144.15 l 21-0-12 21-415 I 32.7-7 1 37-7-1 37-I,-0 45-1-1 I 52 -OA I 59.6-0 7-5.12 6-11-4 7-1-13 04-3 4-11-9 5.8-15 4-11-9 04-3 7-1-13 6-11-0 7512 late = 1:104.2 5 15"6-0 I 22-0-0 i 3x10 = 5 ' 1 4x8 = 8-0-0 41 = 2 iLq-- 2 21 20 19 18 17 16 15 14 3 3x8 II 3x8 = 3x8 = 5x8 WB = 2x4 II 3x10 = 3x8 = 3x6 II 3x10 = 5x8 WB = TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT, 2-11-0 7-5-12 144-15 21.6-12 29-9-0 37-11-4 45-1-1 51-M 5i# 59.6-0 2-11-0 4-0-12 6-114 7-1-13 8-24 8-2-4 7-1-13 5-10-15 1-04 7512 Plate Offsets (X.Y): f4:0-".0-3-41 !10.04-0 0-3-01 !1570-4 0 0-0-41 f19.0-4-0 0-0-41 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.11 17-18 >999 240 MT20 .220/195 TCOL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.25 17-18 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.07 13 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 331 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 4-2-3 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-M oc purlins (4-9-9 max.): 6-8. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 1 Row at midpt 5-18 2 Rows at 1/3 pts 7-18.7-16 REACTIONS (Ib/size) 22=1748/0-5-8, 13=2249/0-5-8 Max Horz22=199(load case 4) Max Uplift13=132(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=81/201, 2-3=1778/0, 3-4=2089/0, 4-5=1941/0, 5-6=1840/13, 6-7=1583/36, 7-8=1230/28, 8-9=1439/1, 9-10=845/0, 10-11=966/0, 11-12=212%671 BOT CHORD 1-22=140/84, 21-22=140/229, 20-21=0/1554, 19-20=0/1799, 18-19=0/1799, 17-18=0/1611, 16-17=0/1611, 1516=0/791, 14-15=0/791, 13-14=500/223, 12-13=500/223 WEBS 2-22=1657/0, 3-20=0/276, 520=25/141, 518=-309!72, 6-18=0/466, 7-18=202/89, 7-16=685/45, 8-16=0/318, 9-16=-8/629, 9-14=927!73, 11-14=0/1618, 11-13=2054/82, 7-17=0/282, 3-21=555/49, 2-21=0/1805 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 fl above ground level, using 10.0 psi lop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 60 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. ()F ESS/0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q LOADCASE(S) Standard �zX 6433 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=52, 6-8=52, 8-12=52, 1-22=20(F=-6), 13-22=14, 12-13=20(F=6) 1k i-09 OF 6,2007 A WARNINO - Ver1/y desfgn parameters and READ N07ES ON 7igS AND INCWDED MITER RErERENCE PAGE MU -7473 BEPORE USE. _ `—�' Design valid for use only with MITek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability Applicability of design paromenters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilIity, of the M i l;� aky erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DS8.89 and BCSII Building Component 7777 Greenback lane, Suite 109 Safety Information available from Tens Plate Institute. 583 D'Onof io Drive. Madison. WI 53719. Job Truss TN55 Type Qty Ply LEE r GILLIAM RESIDENCE R265t4927 GILL0130 81 ROOF TRUSS 1 1 ' Job Reference (optionall Longfellow Lumber Co., Inc., Chico. ca. 95928.7434, Man Dietz 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Aug 29 16:01:29 2007 Page 1 1-11-5 I 6812 6-10-15 9-6-0 I 12-1.1 14-50 17-0-11 I 27-0-0 151-5 ala 04-3 2-7-1 2s-1 0-4-3 4-7-7 an -s Scale = 1:38.2 4x8 3x8 = 4x6 1D 12 9 13 14 8 7 1 3.0-0 I 2x4 11 3x10 = 3x8 = 3x10 = 3X6 \\ 6.6-12 12-5-4 18.94 194 22-" 6-6-12 6-10.8 64-0 0-2-12 3-0-0 Plate Offsets (X,Y): 12:0-2-12.0-2-01.[4:0-2-12.0-2-01 LOADING (psf) SPACING 2-0..0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.10 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.18 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.02 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 111111 LUMBER BRACING TOP CHORD 2 X 4 DF No.t G TOP CHORD Sheathed or 3-8-6 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.1 G (54-7 max.): 2-4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. REACTIONS (Ib/size) 11=1244/0-5-8.7=1562/0-5-8 Max Harz11=126(load case 3) Max Upliftl 1 =30(load case 5), 7=56(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1490/167, 2-3=1346/203, 3-4=1321/201, 4-5=1457/180, 5-6=47/408, 1-11=1148/126 BOT CHORD 10-11=37/110, 10-12=113/1430, 9-12=113/1430, 9-13=113/1430, 13-14=113/1430, 8-14=113/1430, 7-8=37/664, 6-7=363/80 WEBS 1-110=97/11388,2-10=39/228, 3-10=201/89, 3-8=241/86, 4-8=21/223,5-8=32[748, 5-7=1744/195 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy Category I, condition I enclosed building, of dimensions 120 It by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 10-0-0 right side setback, 7-0-0left side setback, and 74-0 end setback. 7) Design assumes 4x2 (flat orientation) at oc spacing indicated, fastened purlins to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 334 Ib down and 143 Ib up at 15-3-8, and 334 Ib down and 143 Ib up at 9-8-8 on top chord. The design/selection O9?,()FESS/0�� �� ER S. of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads to the face applied of the truss are noted as front (F) or back (8). Z LOADCASE(S) Standard t' � C 0 643 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=52, 2-4=111, 4-6=52, 7-11=30(F=16), 6-7=36(F=22) * i-09 Continued on page 2 -" 1L\r OF 30, 2007 WARNING - Vert jy design parameters and READ NOTES ON THIS AND D9CWDED AOTEE REFERENCE pAGE PM -7473 BEFORE USE. ° Design va5d for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsb0rity, of the Mi -Tek' � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qvW control storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Int Safety orrslatlon available from Tens Plate Institute. 583 D'Onof io Drive. Mad -bon. WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply lEE/GIWAM RESIDENCE GILL0130 81 ROOF TRUSS 1 t 826514927 Lonafenow winner r lei rni,-„ ce oco��,.,....,« „�-« Job Reference o liana u— s sur i a — mi i eR muusur s, inc. we -9 cs so:u rey tuur rage LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2=334 4=334 WARNING - VerM design parameters and READ NOTES ON THIS AND MCLVDED MITER REFERENCE PAGE MU -7473 BEFORE USE. �' Design valid for use only Wlh MITek connectors, this design is based only upon parameters shown. and is for an Individual building component. Applicability of design poramenters and proper incorporation of component k responsibility of building designer- not truss designer. Bracing shon _ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsblTity, of the Mew erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSIITPIi Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onorno Drive. Madison. WI 53719. Job TNS$ TNSS Type Qty Ply LEE / GILJJAM RESIDENCE GIL10130 82 ROOF TRUSS 1 1 826514928 .,.,..,e��..W , .._..e..-_ ,__ ...__ ,._ ..�...., ,..... _...._.. MT20 220/195 TCDL 10.0 Lumber Increase 1.25 Job Reference (optional) 6.200 s Jul 13 2005 Mrrek Industries, Inc. Wed Aug 29 16:01:30 2007 Page 1 I- 4-0-0 I 6-10.15 45-12 5-12 I g-6 0 00 -SAI 12_1_1 I 15.0.0 I 2240..0 1 4-0-0 2-10.15 1-7-13 0-114 0-114 1-7-13 2-10-15 7-0-0 8x8 G Scale n 1:42.3 4x6 4x8 = ' 3x4 = 3x10 = 3x6 = 3x6 -,\ 6.6-19 I 10.54 I 18.04 8-0.12 1-10.8 84-0 19ppa 22-0-0 0-2-12 3-0-0 Plate Offsets (X Y): [3:0-2-11.0-3-61.[4:0-2-12.0-2-01,[6:0-0-7.0-0-31 LOADING (psf) SPACING 24)..0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.09 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.14 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 640-0 oc purlins, except end verticals, and 24-0 oc purlins BOT CHORD 2 X 4 DF No.t G (64)-0 max.): 3-4. WEBS 2 X 4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-112 X 6 DF No.2 G 6-0-0 oc bracing: 6-7. REACTIONS (Ib/size) 7=856/0-5-8,11=599/0-5-8 Max Horz 11=142(load case 3) Max Uplift7=44(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=188/23, 2-3=600/34, 3-4=483/38, 4-5=601/30, 5-6=155/339, 1-11=142/18 BOT CHORD 10-11--0/515,9-10=0/495.8-9=0/508, 7-8=0/508.6-7=229/162 WEBS 2-10=52/96, 3-10=0/129, 3-9=109[73,4-9--0/150,5-9=58/106, 5-7=990/124, 2-11=575r7 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 fl above ground level. using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 1201t by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated• fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face the truss ROF ESS/0 of are noted as front (F) or back (B). LOAD CASE(S) Standard Q �O q �� ,�tiR S. T�Fy C� 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Q� Q Uniform Loads (ptf) Q _ Vert: 1-3=52, 3-4=52, 4-0=52, 7-11=14, 6-7=20(F=6) w C 04 3 mrn * E - -09 * . OF ust 30,2007 WARNING • use design �+ r(N ig parameters and READ NOTES ON TIIIS AND INCLUDED MITER REFERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with hNTek connectors. This design is based only upon parameters shown. and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibTty, of building designer- not truss designer. Bracing shown ;� b for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall struclure is the responsbdity, of the budding designer. For general guidance regardng eow�A iT I abrication, quality control. storage. delivery, erection and bracing. consult ANSI/rPll quality Cdteda• OSB -89 and SCSII Building Component Safety Information available from Truss Plate Institute. S83 D'Onofrto Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Oty Ply LEE I GILUAM RESIDENCE GILL0130 B3 DBL. FINK 1 Vert(LL) 0.06 8-9 >999 240 826514929 TCDL 10.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.13 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) 6.200 s Jul 13 2005 MTek Industries. Inc. Wed Aug 29 16:01:30 2007 Page 1 4.11-1 i 4.6-0 I 14-0-15 I 1810-: I 22-M 4.11-1 4-6-15 4-&15 4.9-4 3-1-13 5x6 = 08 11 ex10 = 5x8 = 8x8 = 8x10 = 3.8 II I$ Scale = 1:43.6 4-10-1 I o.A_n 1 14-1-10 1 18-10-3 4-10-12 4-74 4-7-10 418-9 1011" 2T ?11-0 i 0.1-13 3-0.0 Plate Offsets (X,Y): f3:0-3-0.0-2-41 LOADING (psq SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.06 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.13 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.02 7 n/a n1a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 262 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 5-11-1 oc purlins, except end verticals. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G 'Except 1-12 2 X 6 DF No.2 G REACTIONS (Ib/size) 12=5027/0-5-8, 7=3572/0-5-8 Max Harz 12=146(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=518510, 2-3=4363/0, 3-4=-4376/0, 4-5=445410, 5-6=90/115, 1-12=3709/0 BOT CHORD 11-12=201816,10-11=0/45711, 9-10=014571, 9-13=0/3925,13-14=013925,8-14=0/3925,7-8=55/90,6-7=55/90 WEBS 2-11=0/834, 2-9=950/23, 3-9/3583, 4-9=102/48, 4-8=129/65, 5-8=0/4173, 5-7=3529/0, 1-11=0/3959 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 04-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, If ��F E$$/� and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 6) A rating reduction of 20% has been OQ �li R S plate applied for the green lumber members. 7) Girder carries tie-in span(s): 27-0-8 from 3-0-0 to 7-9-8; 31-3-0 from 7-9-8 to 16-0-0 CO 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1955 Ib down at 12-0-0 on bottom U chord. The design/selection of such connection device(s) is the responsibility of others. w/� O M G li LOAD CASE(S) Standard 09 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * Continued on page 2 ust 30,2007 6& WARNING - Verj 1j design pa -9e s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. s _ Design valid for use only wilh MTek connectors. This design is based only upon poromelers shown. and is for an individual building component. App6cobility of design poromenters and proper Incorporation of component is responsibility of building designer- not tens designer. Bracing shown ;� is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construclion is the responsibillity, of the M 1 leW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotion. quality control. storage. delivery. erection and bracing, comull ANSI/17111Qualify Criteria, DSO -69 and BCSIT Building Component Safety Intormat10 available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback lane, Suite 109 Job Truss Truss Type Qty Ply LEE / GILLIAM RESIDENCE GILL0130 &T DBL FINK 1 826514929 Job Reference (optional) b.ZOU s Jul 13 2WS Mi TeX Industnes, Inc. wed Aug 29 16:01:30 2007 Page 2 LOAD CASE(S) Standard Uniform Loads (pU) Vert: 1-3=52, 3.6=52, 11-12=514(F=500), 11-13=482(F=-468), 7-13=14, 6-7=20(F=6) Concentrated Loads (Ib) Vert: 14=1955(F) M WARNMO - Verth design parameters and READ NOTES ON THIS AND nvCLUDED MITER REFERENCE PAGE MU -7473 BEPONE USE. ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not tons designer. Bracing shovm is for lateral support of Individual web members only. Additional temporary bracing to insure stability during constnrcilon is the responsibility of the IVI l le k. erector. Additional permanent bracing of the overall structure is the responsbBity of the budding designer. For general guidance regarding e, Suite 109 fabrication, quadty control. storage. delivery. erection and bracing, consult ANSI/TPII Quadly Cdferla, DSB-89 and BCSII Budding Component Lan Safety Inlormoflon available from Tom Plate Institute. 583 D'OnofKo Drive. Madison. WI 53719. 7 77 Greenback Job Truss Truss Type Qty Ply=ENCE826570287 (loc) I/de8 L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.05 GILL0130 C7CAL HIP__.,_._,..____„_.___._______._....._. Lumber Increase 1.25 o Bona g,mrvY, Lumber Co.. Inc.. Chita, Ca. 959284434, Man Dieu 27bb 41-0-3 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Sep 05 18:28:49 2007 Page 1 5411 9-9-14 143-0 183-3 234323.8,11 32.2-3 36.10-0 40.7-11 45.8-3 50.1! 548 58-11-11 6446 I f I I I„ I I t H I I I � I 5-4-11 4-53 4-53 453 4-8.0 048 3-9-11 4-7-13 4-7-13 3.9-11 048 4$G 4-53 4.5-3 4-5-3 5-4-11 Scale = 1:112.1 8x8 i 5x6 = 5.54 12 I 5xa = 1& 9(14= SYR = ora 3x6 II 64 = 8x10 WB = 5x10 = 5x6 = 3x6 II Sxe = 5x10 = 5x8 = 5x6 = 4x4 = 3x6 11 5x8 = 54 = 6x8 = 800 WB = 3x8 \\ TEMP. AND PERMANENT BRACING PLN SHALL BE DESIGNED BY QUALIFIED BLDG. 9 9 14 DESIGNER AND APPROVED BY ARCHITECT, PRQ,�Erob ENGINEER AND LOCAL BLDG. DEPT. 5411 18.7_15 t 1 14-3.0 , 18.8_3 I 2143 I 27.6.6 i 122' P444i� 41.0-3 I 45435oii-_i54.6.8 0 5588-1111117164-" 5411 3-34 1-1-15 4.53 4.5-3 4-8.0 4-2-3 4-7-13 2-2-1 2512 4.2-3 49.0 4.5-3 453 453 2-1-12 3-2-15 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/de8 L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.05 22-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.11 22-24 >999 180 NOTES BCLL 0.0 Rep Stress Incr NO WB 0.74 Harz(TL) 0.01 19 n/a n/a �, R S BCDL 7.0 Code UBC97/ANS195 (Matrix) connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Weight: 1050 lb LUMBER � C 0 64 3 BRACING TOP CHORD 2 X 4 OF No.1&8tr G load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of TOP CHORD Sheathed or 64)-0 oc purlins, except BOT CHORD 2 X 6 OF SS G cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2-0-0 oc purlins (64)-0 max.): 7-12. WEBS 2 X 4 DF Std G OFC BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 35=2365/0-5-8, 27=433510-5-8.19=3335/0-5-8 Max Horz35=102(load case 4) Max Uplif05=-8(load case 5) Max Grav35=2376(load case 6), 27=4335(load case 1), 19=3344(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=13/1258, 2-37=47/1546, 3-37=3511700, 3-4=68/132, 4-5=52/152, 5-6=386/0, 6-7=-473/22, 7-8=-411/27 8-9=299/39, 9-10=0/568, 10-11=0/213, 11-12=-494/43, 12-13=563/39, 13-14=1530/0, 14-15=2522/0, 15-16=2555/0, 116-17=3339/0.17-18=19810 BOT CHORD 1-06=1111/21, 36-38=1111/21, 35-38=1111/21, 35-39=1491/81, 3439=1491/81, 33-34=1133/183,33-40=133/183, 32-40=133/183, 32-41=0/329, 31-41=0/329, 30-31=0/299, 29-30=273/92, 28-29=273/92, 28-42=273/92, 27-42=273/92, 26-27=547/70, 25-26=213/87, 25-43=011369, 2443=0/1369, 23-24=0/2299, 22-23=0/2299, 22-44=013009, 21-44=0/3009, 2G-21=0/2562,19-20=0/2562,18-19=0/166 WEBS 2-36=43/122, 2-35=460172, 3-35=1935/0, 3-34=0/1753, 5-34=953/16, 5-32=01776, 6-32=299/26, 6-31=37/200, 7-31=0/90, 8-31=0/318, 8-30=X02/1, 9-30=0/1381,9-28=01358, IG -26=011418,11-26=1760/0,11-25=0/1871.12-25=0/107, 13-25=1833/0, 13-24=0/1905, 1424=1657/0, 1422=0/1690, 16-22=1014/0, 16-21=0/972, 17-21=0/510, 17-20=0/1156, 1G-27=151610.9-27=1698/0,17-19=3734/0 NOTES 1) 2 -ply truss to be connected together with 0.131"A3" Nails as follows: Top Chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords follows: OQ?,0FESS/ON connected as 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 1 �, R S - raw at 0-9-0 oc. 2) All loads are considered equally applied to all except if noted as front back face in the LOAD CASE(S) \ ` plies, (F) or (B) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. � C 0 64 3 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of } _09 dimensions 120 It by 641t with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 q Continued on page 2 OFC 6,2007 ® WARNING - Ves j jy design parameters and READ NOTES ON THIS AND JINCLUDED MITER RP-PERENCE PAGE MU -7473 BEPORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not two designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsblly, of the Ml l;� eW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhoL storage. delivery, erection and bracing, consult ANSI/rPl l Quality Criteria. DSB-89 and 6CSI1 Building Component - Safety Infonnalion available from Truss Plate Institute. 583 D'Onotno Drive. Madison, col 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 C7 CAL HIP 1 826570287 ,,,,,won,.w „�,�er �.. �.,. ���__ �_ .,�.,,a-,.,...�...,_� - Job Reference o bona — mi res muusrnes, mc. vvea oep ua ia:ea:4a zuur rage NOTES 5) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 306 Ib down at 6-6-10 on top chord, and 452 lb down at 0-0-0, 118 Ib down at 6.6-10, 110 Ib down at 11-9-5, 221 Ib down at 174)-0, 573 Ib down at 22-2-12, 836 Ib down at 27-5-7, 1142 Ib down at 32-8-3, 280 Ib down at 43-1-10, 947 Ib down at 48-4-10, and 1316 Ib down at 53-7-0, and 1610 Ib down at 58-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=26, 7-12=26.12-18=26, 1-18=7 Concentrated Loads (lb) Vert: 1=452(F) 30=836(1`) 20=1610(F) 23=947(F) 37=306(1`) 38=118(F) 39=110(F) 40=221(F) 41=573(F) 42=1142(F) 43=280(F) 44=1316(F) A WARNING - Ver{ fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW -7473 BEFORE USE. I* Design Yard for use only wilh Miirek connectors. This design's based only upon parameters shown. and is for an individual balding component. Applicability of design paramenters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing showMTn M I lek� is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consul) ANSI/TPll Quality Criteria, DSS -89 and 8CSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. .o., Inc., Chico, Ca. 95928.7434, Matt Dietz 6.200 s Jul 13 2005 MTek Ineustries. Inc. Wed Aug 29 16:01:31 2007 Page 1 n _ 3-11-5 I 71x17 7110-15 10-0-0 , 3-11-5 3.7-7 043 2-1-1 6x8 \\ Scale = 1:26.6 2x4 11 3x8 II 4x4 = 4x6 II 1 Truss Truss Type Qty PlyLFF/GIWAM RESIDENCE IJob GILL0130 D1 MONO CAL HIP 2 1 826514930 LOADING (psf) SPACING 24)-0 CSI DEFL in Job Reference (optional! .o., Inc., Chico, Ca. 95928.7434, Matt Dietz 6.200 s Jul 13 2005 MTek Ineustries. Inc. Wed Aug 29 16:01:31 2007 Page 1 n _ 3-11-5 I 71x17 7110-15 10-0-0 , 3-11-5 3.7-7 043 2-1-1 6x8 \\ Scale = 1:26.6 2x4 11 3x8 II 4x4 = 4x6 II 1 3.0.0 3-0-0 1 3-11-5 I 0.115 7$12 3-7-7 1 10-0-0 2-5-4 Plate Offsets (X Y): I3:0-3-4,0-2-121 BOT CHORD 1-7=134/86, 6-7=134/80, 6-0=54/148, 5-8=54/148 WEBS 2-7=-457/82, 2-6=5/299, 3.6=0/109, 3-5=285/29 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 6 >999 180 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 W!� O A r Weight: 59 lb LUMBER Vert: 1-3=52, 34=52,1-7=20(F=-6), 5-7=14 EXP Concentrated Loads (lb) BRACING Vert: 3=86(F) 8=128(F) TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 6 DF SS G (6-0-0 max.): 3-4 WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (lb/size) 5=319/Mechanical, 7=56410-3-8 Max Horz7=185(load case 4) Max Uplift5=21(load case 4), 7=75(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=87/193, 2,3=216/24, 34=36/51, 4-5=47/20 BOT CHORD 1-7=134/86, 6-7=134/80, 6-0=54/148, 5-8=54/148 WEBS 2-7=-457/82, 2-6=5/299, 3.6=0/109, 3-5=285/29 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. K parches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be ,pO ESS/o provided sufficient to support concentrated load(s) 86 Ib down at 7-8-8 on top chord, and 128 Ib down at 8-0-0 on bottom chord. The design/selection of such device(s) is the OQ /(/9 connection responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard C-0 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 W!� O A r Uniform Loads (plf) cc lr 4F Vert: 1-3=52, 34=52,1-7=20(F=-6), 5-7=14 EXP Concentrated Loads (lb) * ,>< Vert: 3=86(F) 8=128(F) 30, 2007 WARND9G - Vert& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is tot an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the M )Tek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safe Information available from Thus Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lyne, Suite 109 Job Truss Truss Type Qty Ply GILUAM RESIDENCE GILL0130 H7 KINGPOST 28 i 826570285 1.,., 1.1..,......_._..-_ ,__ —:-- -- -- Job Reference (optional) OJ -10 7-5-4 4x4 M1120 = 3 7-5-4 0.3.10 Scale = 1:28.8 3x4 M1120 = 1.5x4 MII20 11 3x4 MII20 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.06 2-6 >999 240 M1120 220/195 TCOL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 491b LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 2=503/0-5-8,4=503/0-5-8 Max Horz2=55(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3.2-3=515/0.3-4=515/0.4-5=0/3 BOT CHORD 2-6--0/456.4-6=0/456 WEBS 3-0=0/245 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building. of dimensions 120 ft by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. U porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load noncencurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Q OQ?,OFESS/oN� S. rjNc�Fy of 06433 T OF - 6,2007 A WARNINO - Verj/y design pant— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design poromentess and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllily, of the Mi lY ew erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracingg, consul) ANSIJTPll Quality Criteria, DSB-69 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrta Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Jab TrussTruss Type Qty Ply GILLIAM RESIDENCE GILL0130 H2CAL HIP 2 1 R26ESS209 Vert(LL) -0.35 12 >494 240 Job Reference o tion ll o.<w aau, ,a cwa m„cn „muau,ee. mc. ,uu aeP—,,. r,.u, euur raga, -0l,3-1P 1-3-0 )� 4-7-1.1 1 i s 7 5 I 10.7 11 I 11 1 S jp=7A 14T 10-8 1P 2-2 0.3.10 1-3-0 0-03 2-7-10 3-2-7 3-2-7 2-7-10 043 1-3-0 0.3.10 u Scale = 1:26.0 6.00 12 8x12 = 3x8 II 3x8 11 3x8 II 8x12 = 3x6 = 2-11-13 —I -1 3x6 = i 3-2-7 r 1 I 1.3-0 4-2-13 I 7-5-4 10-7-11 13.7.8 I 14-10.8 13-0 2-11-13 3-2-7 3-2-7 2-11-13 13-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.35 12 >494 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.72 12 >239 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 8 n1a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 45 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 3-6-10 oc purlins, except BOT CHORD 2 X 4 DF No.1 G 2-0-0 oc purlins (3-9-8 max.): 3-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=50310-5-8,8=503/0-5-8 Max Horz2=10(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6.2-3=2177/0.3-4=1977/0,4-5=1977/0. 5-6=1977/0, 6-7=1977/0,7-8=21177/0, 8-9=016 BOT CHORD 2-14=0/2079, 13-14=0/1977, 12-13=011 97 7, 11-12=0/1977, 10-11=0/1977, 8-10=0/2079 WEBS 3-14=0/422, 4-13=39/40, 5-12=73/39, 6-11=39140, 7-10=01422 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard WARNINO - Ver(/ design par tem and READ NOTES ON TNTS AND INCLUDED BD7ER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only vdth MiTek connectors. This design's based only upon parameters shovm, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stabifiy during construction is the responsibilliy, of the erector. Additional pemsonent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing. consult ANSI/71`111 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Trus Plate Institute. 583 D'Onotno Drive, Madison. WI 53719. mber 5,2007 7777 Greenback lane. Suite 109 Job Truss pe Qty Ply GILLIAM RESIDENCE826555210 GILL0130 H3 ]Cruss AL HIP 2 1 TC 0.09 .-.1-- -- ,...,.,e 9 >999 240 Job Reference (optional) 6.200 s Jul 13 2005 M7ek Industries, Inc. Tue Sep 04 17:11:01 2007 Page 1 -0f3-)fl 1-7-3 I 3-3-0 I 4.2-13 I 7-5-e I 10.7-11 1 11-7-8 , 13.3-5 I 14-10.8 1 P-2=? 0.3-10 1-7J 1-7-13 0-11-13 3.2-7 3-2-7 0.11-13 1-7-13 1-7-3 0.3.10 Scale = 1:26.0 4x4 i 4x4 3x4 = 3x4 = 3x4 = 1.5x4 II 3x4 = 3-3-0 4-2-13 7.5-0 10-7-11 11-7.8 14-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCL16.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.03 9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.06 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 6 n/a n/a BCDL 7.0 Code UBC971ANSI95 (Matrix) Weight: 60 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=503/0-5-8,6=503/0-5-8 Max Harz2=24(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 2-3=912/0, 3-4=771/0, 4-5=77110, 5-6=912/0, 6-7=0/6 BOT CHORD 2-1 0=01789. 9-1 0=011 120, 8-9=0/1120, 6-8=01789 WEBS 3-10=0/242, 4-9=0/143, 5-8=0/242, 4-10=416/0, 4-8=-416/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESSIpNgI S.Lij Tj,�,c Fti 2P F� �rn 6433 Tn K4Z n *A XP - 1-09 *'o ber 5,2007 WARNING - Ves•M design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI -7473 BEFORE USE. ■■ Design valid for use only w41h Mitek connectors. This design is based only upon parameters shown. and is for an individual budding component. ' Applicability of design poramente s and proper Incorporation of component is responsibility of budding designer- not truss designer. Bracing shown pp _ is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity, of the tVl r l erector. Additional permanent bracing of the overall structure h the responsibility of the budding designer. For general guidance regarding ��;�ek fabrication -------- Safety Ifol quality control storage, delivery. erection and bracing, consult AN51/TPI I Quality Criteria, DSB-89 and BCSI I Building Component 7777 Greenback Lane, Suite 109 Satety Informallon available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 H6 CAL HIP 2 1 826555211 ..m�e.— ...- I ----.,1e-.., — DEFL in (loc) Udefl Ud PLATES GRIP Job Reference a tional 5.200 s Jul 13 2005 MTek Industries, Inc. Tue Sep 04 17:11:012007 Page 1 -o,-'1P 1.7-3 I 4-2-13 I 5-3-0 i. 7-1" I 9-7-8 I 10-7-11 I 13-3.5 I 14-10.8 10-2- 0.3-10 1-7-3 2-7-10 1-0-3 2-24 2-24 1-0-3 2-7-10 1-7-3 0-110 Scale = 1:26.0 4x8 \\ 4x4 3x4 = 1.5x4 II 3x4 = 3x4 = 4-2-13 5-3-0 7-5.4 9-7-8 10.7-11 14-10-0 4-2-13 1-0.3 2-24 2-24 1-0.3 4-2-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.02 5-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.04 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code UBC97/ANSl95 (Matrix) Weight: 57 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.t G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.t G 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=503/0-5-8,5=503/0-5-8 Max Horz2=38(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/6,2-9=799/0, 3-9=726/0, 3 -4= -661f7,4 -l0=726/0, 5-10=799/0, 5-6=0/6 BOT CHORD 2-8-0/665, 7-8=0/660, 5-7=0/665 WEBS 3-8=0/171, 4-7=0/171, 3-7=89/90 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4k2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard o9?,OFESS/0N� CID S. TjNc�F y Q IX C 0043 . tuber 5,2007 A WARNING - VeWij design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AM -7473 REPORE USE. 2, Design valid for use only with MTek connectors. This design is based only upon parameters shovm, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not two designer. Bracing shovm is for lateral support of Individual web members only. Additional temporary bracing to insure slabiTity during construction is the resporubdlity of the M?ek- erector. Additional permanent brocing of the overall structure is the responsibility of the budding designer. For general guidance regarding .owa. , fabrication, quality control. storage. delivery. erection and bracing. consult ' ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information avodable from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply GII.UAM RESIDENCE GILL0130 H5 KINGPOST 2 1 - 826555212 „mow, ,,,,,tee,,, ,,, Rep Stress Incr YES BCDL 7.0 Job Reference o tional age, 0-3-10 7-5-4 5.3.6 4x4 = 3 3x4 = 1,50 II t ] 5 6 12-9-2 _ , _ 7-5-4 s_u LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC97/ANSI95 >999 LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=435/0-5-8.5=407/0-5-8 Max Horz2=103(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3,2-3=367/0,3-4=364/11. 4-5=371/14 BOT CHORD 2-6=0/325.5-6=112/18 WEBS 3-6/148, 4-6=0/334 CSI DEFL in (ioc) Vdefl Ud PLATES GRIP TC 0.51 Vert(LL) -0.06 2-6 >999 240 MT20 220/195 BC 0.34 Vert(TL) -0.10 2-6 >999 180 WB 0.14 Horz(TL) 0.00 5 n/a n/a (Simplified) Weight: 50 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 lost top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard WARN3WO - Vert/y design parmmerers and READ NOTES ON THIS AND INCLUDED MITER REAERpivCE PAGE PM -7473 BEPORE USE. Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for on individual building component. AppOcabBity, of design paramenters and proper incorporation of component is responsibility of balding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing. consult ANSIAPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information avallable from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. I Smote = 1:26.5 0?,0 ESS/0 S.CID TjNc Fti ?rtl C 04 .33 Laie Mitek' 7777 Greenback Lane. Suite 109 5,2007 Job TrussTruss Type Qty DEFL in GILLIAM RESIDENCE GILL0130 H6 KINGPOST 2 jPly i 826555213 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 Job Reference o bona b.2uu 5 JUI 13 2005 MITek Industries. Inc. Tue Sep 04 17:11:02 2007 Page 1 0-3-10 7-5.4 0.5.6 7X8 = A 3x4 2x8 11 1.5x4 II I 7.5.4 7 1�0-110 7-5.4 DS.6 Scale = 1:27.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.06 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.13 2-6 >710 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Harz(TL) 0.00 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 640-0 oc putting, except end verticals. BOT CHORD 2 X 4 DF No.t G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=27610-5-8.5=24710-5-8 Max Horz2=192(load case 4) Max Upl•Ift2=4(load case 5), 5=27(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 2-3=188/40, 3-4=146/20, 4.5=208/70 BOT CHORD 2-6=-46196.5-6=-46/96 WEBS 3-6=232/285 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 It by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard WARMWO - Vert& design pans netem and READ XOTES ON THIS AND nvCUMFD ffi78K REFERENCE pAGE AM -7473 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual budding component. Applicability of design poramenters and proper incorporation of component is responsibility of budding designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addtionol permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing. consult AN51/rPl1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Tri ss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. oq?,0 ESS/pNq S. UJ C 0433 T !, _ WeW 7777 Greenback Lane, Suite 109 5,2007 Job Truss Truss Type Qty Ply=ENCIEGILL0130 (loc) Vdefl H7RUSS PLATES GRIP 2 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 2-4 >999 240 o tional ,..�.._ .. ,,_, .., ____ ..................... . . .... ...a „ter,,...., ,.,.., <,..,, oy� , 1.5.4 I I I 0.3-10 3¢B 3 Scale = 1:10.8 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 2-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 2.4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: II lb LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=116/0-5-8,4=88/(l-5-8 Max Harz 2=81 (load case 4) Max Uplil`Q=12(load case 5), 4=16(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3, 2-3=43/6, 3-4=-69/35 BOT CHORD 24=15/23 BRACING TOP CHORD Sheathed or 3-0-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf tap chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 12011 by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard oq?,0 ESS/ONS S. r�tic�F� fCO UJ cr C 04643 X OF ber 5,2007 A WARNING - Ver(y design parameters and BEAD NGTES ON THIS AND INCUMED MITES REFERENCE PAGE MD -7473 BEFORE USE. ' Design valid for use onty with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibBfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabricolion- quality control. storage, defivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSll Buliding Component Safety Intormatlon avodoble from Truss Plate Institute. 583 D'Onofno Drive. Madison WI 53719. 7777 Greenback Lane, Suite 109 i -0-110 I 1 -O -e Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 HB QUEENPOST 1 or 10-0-0 oc bracing. 826570286 Lonofall-1 �mh,., r rn, r—.. r" Max 1-1=2=43(load case 3) Job Reference o tional 13 2005 M7ek Industries. Inc. Wed Sep 05 18:28:49 2007 Page 1 -D13-tp a� 11 i anc I hats i ts-ato 16-x_6 0-3-11 4-3-11 3$10 3$10 4-3.11 0.3.11 Scale = 1:28.6 4x4 I NOT DESIGNED FOR ANY ADDITIONAL LOADS III LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.31 BC 0.26 WB 0.05 (Simplified) DEFL in (loc) Well Ud Vert(LL) -0.04 2-6 >999 240 Vert(TL) -0.07 2-6 >999 180 Horz(TL) 0.01 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 103 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 2=54410-3-8.4=54410-3-8 Max 1-1=2=43(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3, 2-3=606/0, 3-4=-60610, 4-5=0/3 BOT CHORD 2-6=01548.4-6=0/548 WEBS 3.6-01268 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceantine, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. LOADCASE(S) Standard \� cD Uj O. * E 1-09 , 6, 2007 4& WARNING - Ver1/Ij design parameters and READ NOTES ON THIS AND INCLUDED BDTEK REFERENCE PAGE MU -7473 E8FORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, p� of the I VI iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. clua8ly control, storage. delivery, erection and bradrsg. consult AN51/rPi1 Quality Crtteda, D38-89 and BCSII Building Component Safety information available from Truss Plate Institute. 583 O'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Job TNSS Tru Ss Type Qty Ply LEE iGIt1JAMRESIDENCE GILL0130 R1 MONO TRUSS 2 1 826514931 I ennrene,v r r•—., 1. e=e,a 1"...r, .,,_._ BC 0.15 Vert(TL) -0.00 6-7 >999 180 Job Reference (optional) 6.2ao s Jul 13 2005 MITek Industries, Inc. Wed Aug 29 16:01:31 2007 Page 1 4-5.5 3-2-11 3-7-11 3.6 II 5 3x8 II 3x4 = 5x8 = Scale = 1:25.7 4.2-15 4.54 7$1 I 11 1.12 1 4.2-15 0-2-6 3-2-11 3-7-11 t LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.00 7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.00 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WS 0.44 Horz(TL) -0.00 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 60 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=92/Mechanical, 8=1473/0-5-8 Max Horz8=199(load case 4) Max Uplift6=13(load case 4), 8=-81 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=140/1110.2-12=122/1173,2-13=121/15. 3-13=101/119, 3-14=93/26, 4-14=52/47, 4-5=2/0, 4-0=107/30 BOT CHORD 1 -9=10501142.8-9=1050/142,8-10=1050/97,7-10=1050/97,7-11=70/90, 6-11=70/90 WEBS 2-8=1215/56, 3-7=458/69, 2-7=8/1084, 3-6=36/111 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Ib down at 2-9-15, 157 Ib down at 8-5-13, and 188 Ib down at 5-7-14, and 260 Ib down at 0-0-0 on top chord, and 26 lb down at 2-9-15, and 52 Ib down at B-5-13, and 52 Ib down at 5-7-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD ESS/pN� CASE(S) Standard OQ�OF � < 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads r � �R F4 - �p (pts Vert: 1-6=14, 1-4=52, 4-5=20 C�.L Cy QQ Concentrated Loads (lb) C7 fr1 Vert: 1=260(F) 9=26(F) 10=52(F) 11=52(F) 12=96(F) 13=-188(F) 14=157(F) (.-,';O4 33 T cr_ E311-09 * 30,2007 ® WARNING - Verj& design parame4rs and READ NOTES ON THIS AND INCLUDED aDTER REFERENCE PAGE AW -7473 BEFORE USE. ' _- Design valid for use only with mirek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- nal truss designer. Bracing shown M ITek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional pernanerit bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteda• DSB-89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Safely Mlormaflon available from Truss Plate Institute. 583 D'Onotrro Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply GILLIAM RESIDENCE Plates Increase 1.25 TC 0.16 Vert(LL) n/a n/a M1120 220/195 TCDL 10.0 R8648888 GILL0130 BPI FLAT 1 1 WB 0.19 Horz(TL) -0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95918-7434 4.201 SRI s Oct 17 2002 MiTek Industries, Inc. Mon Mar 10 14:54:54 2003 Page 1 1.5x4 3x4 — 1-10.8 1-10.8 2 ,1.5x4 .II 1-10.8 3x4 = . 1-10.8 Scale = 1:11.0 d LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a n/a M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD 2-0.0 oc purlins: 1-2, except end verticals. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std -G REACTIONS (lb/size) 4=52/1-10-8, 3=52/1-10-8 THIS TRUSS DESIGN CARRIES TRUSSES WITH MIN ROOF PITCH OF 4/12 Max Horz 4=85(load case 4) Max Uplift 4=-301(load case 10), 3=-342(load case 13) Max Grav 4=356(load case 7), 3=356(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-41, 1-2=0, 2-3=-41 BOT CHORD 3-4=0 WEBS 1-3=-0 NOTES 11 This truss hes been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.O.psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 9) This truss hes been designed for a total drag load of 195 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 195.0 plf. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard QFtOFESS/0\ c C. ANn T C 17180 jEXP. 06/30/05 sl CIVIL �P �TFOFCAI-V O March 11,2003 A Waming - Ver11y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 BEFORE USE t•M Design valid for use only with .MrrekAppl connectors. This design D based only upon corametere stwxm, and Is for an Individual betiding component to t t Installed and boded vertically. Appticabllity of design perementere and proper Incorporation of component L5 reaponsiblllty of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responstbil tty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 rt Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719 'i MTek,-- Job TrussTruss Type Qty Ply GILLIAM RESIDENCE Plates Increase 1.25 TC 0.23 Vert(LL) n/a n/a M1120 220/195 TCDL 10.0 88848889 GILL0130 BP2 FLAT 1 1 WB 0.23 Horz(TL) -0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 5) A plate rating reduction of 20% hes been applied for the green lumber members. (o floral) ------ - ...--. --• ^--- ...- �.w. .,,.. v..a ., cavo ,vn vn uruuie wJ, ul- IVIVrr mar IV IY:pY:AD LVV.3 raga 1 1.5x4 I I 3x4 — 1-148 1-10.9 1-148 Scale = 1:13.4 LOADING (psf) SPACING 2-" CSI DEFL in floc) I/defl PLATES GRIP TCLL 18.0 Plates Increase 1.25 TC 0.23 Vert(LL) n/a n/a M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 2) Provide adequate drainage to prevent water ponding. BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) -0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 5) A plate rating reduction of 20% hes been applied for the green lumber members. 1st LC LL Min I/defl = 240 Weight: 13 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.t-G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. WEBS 2 X 4 DF Std -G REACTIONS (lb/size) 4=52/1-10-8, 3=52/1-10-8 THIS TRUSS DESIGN CARRIES TRUSSES WITH MIN ROOF PITCH OF 4/12 Max Horz 4=112(load case 4) Max Uplift 4=-398(load case 10), 3=-471fload case 13) Max Grav 4=477(load case 13), 3=453(load case 8) FORCES fib) - First Load Case Only TOP CHORD 1-4=-41,1-2=0,2-3=-41 BOT CHORD 3-4=-0 WEBS 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 18-B, UBC -97. 5) A plate rating reduction of 20% hes been applied for the green lumber members. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) This truss has been designed for drag load a total of 195 plf. Connect truss to resist drag loads along bottom chord from 0.40 to 1-10-8 for 195.0 plf. OQRCFES$S 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard C 1 71 8O Z * EXP. 06/30/05 CIVIL �Q q�CF CALtiF March 11,2003 A Warning - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIS -7473 BEFORE USE �. Design valid for use only with Mrrek connecters. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed end loaded vertically. Applicability of design pemmenters end proper Incorporation of component Is responsm10 of building designer- not buss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the resporvsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 j' Handling Installing and Bracing Recommendation available from Truss Plate Instihde. 583 D'Onohlo Drive, Madison, W 153719 df "' Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 BP3 FLAT 1 1 R8648890 i nnnso9n.., 1 .....tie, r•,. 1.... rl.:__ r_ n M1120 220/195 TCDL (o tional) oe muuau ros, -- mun mar IV 14:04:00 LUUJ rage 1 1.5x4 II 3X4 — 1-10-0 q 1-10-8 Scale = 1:18.1 LOADING fpsf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vart(LL) n/a n/a M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 Weight: 17 Ib LUMBER a of plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 195.0 plf. Q /yq, O ANO l 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD 2-0-0 oc purlins: 1-2, except and verticals. BOT CHORD 2 X 4 OF No.t-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 4=52/1-10-8, 3=52/1-10-8 THIS TRUSS DESIGN CARRIES TRUSSES WITH MIN ROOF PITCH OF 4/12 Max Horz 4=166(load case 4) Max Uplift 4=-593(load case 10), 3=-754(load case 13) Max Grav 4=759(load case 13), 3=648(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-41, 1-2=0, 2-3=-41 BOT CHORD 3-4=0 WEBS 1-3=-0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanli6e, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5► A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSIrrPI 1-1995 criteria. 7) This truss has been designed for total drag load 195 �QFE$$ a of plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 195.0 plf. Q /yq, O ANO l 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. `C LOAD CASE(S) Standard C 17180 z 6 a * EXP. 06/30/05 1Sp C10. �P gTFCFCAOi March 11,2003 A Warning - Verity design parameter and READ NOTES ON THIS AND INCLUDED MTtEK REFERENCE PAGE MIS -7473 BEFORE USE Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component to be Ingtalled and loaded vertically. Applicability of design paramenias and proper Incorporation of component Is responsibility of building designer - not buss designer. Bracing shown Is for lateral support of indMdual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblillty of the erector. Additional permanent bracing of Me overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consuh OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 A'� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 Mnof to DMa, Madison, WI 53719 i +0 eke Job Truss Truss Type Qty Ply GILLIAM RESIDENCE GILL0130 BP4 FLAT 1 1 R8848891 1 --- f-11 . 1-- — _ -. WEBS 2 X 4 DF Std -G 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads (optional) 3x4 = 1.5x4 II 1-10-e 1-10-0 1.AX4 I I 1 10 8 3x4 Scale = 1:22.8 LOADING (psf) TCLL 18.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.80 BC 0.04 WB 0.44 DEFL in floc) I/deft Vert(LL) n/a n/a Vert(TL) n/a n/a Horz(TL) .0.00 3 n/a 1st LC LL Min I/defl --240 PLATES GRIP M1120 220/195 Weight: 21 Ib LUMBER on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. WEBS 2 X 4 DF Std -G 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads REACTIONS (lb/size) 4= 52/1-10-8, 3 =52/1-10-8 THIS TRUSS DESIGN CARRIES TRUSSES WITH MIN ROOF PITCH OF 4/12 5) A plate rating reduction of 20% has been applied for the green lumber members. 8) This Max'Horz 4=220(load case 4) truss has been designed with ANSI/TPI 1-1995 criteria. 7) This truss has been designed for total drag load (ZQFES$/p Max Uplift 4=-788(load case 10), 3=-1071(load case 13) �Q N Max Grav 4=1078(load case 13), 3=843(1oad case 8) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-41, 1-2=-0, 2-3=-41 BOT CHORD 3-4=-0 WEBS 1-3=0 NOTES 11 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceenline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 18-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) This truss has been designed for total drag load (ZQFES$/p a of 195 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 195.0 plf. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. �Q N LOAD CASEIS) Standard C 17 180 zrt a EXP. 06/30/05 * tp CIV \- P Id gTFCF CAUF March 11,2003 A Warning - Verity design pernmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111.7473 BEFORE USE Design valid (lo use only with MRek connectors. d This design Is based only upon corametera shown, and Is for s Individual building component to be t Inyalled and boded vertically. Applicability of design paramentera and proper Incorporation of component b responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult QST -68 Quality Standard. DSBA9 Bracing Specification, and HIB -91 ;t � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 :1 1! a k' Job Truss Truss Type Qty Ply GILLIAM RESIDENCE Plates Increase 1.25 TC 0.77 Vert(LL) n/a n/a M1120 220/195 TCDL 10.0 R8848892 GILL0130 BP5 FLAT 1 1 WB 0.47 r....s..s-......—`--^ using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, BCDL 7.0 Code UBC97/ANSI95 (optional) - -- -- - - ---• �. ----_ .. _ ,,... -- .-- aruuauros, rrrc. IVrvn rvrar w r r:aw:Dr 4vva rage I 3x4 = 1.5x4 II 1 -tae f-10.8 I F;x41-10.8 —n-axr7 Scale: 1n•=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) n/a n/a M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TQ n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) -0.00 3 n/a using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1-G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 4=52/1-10-8, 3=52/1-10-8 THIS TRUSS DESIGN CARRIES TRUSSES WITH MIN ROOF PITCH OF 4/12 Max Hoa 4=234(load case 4) Max Uplift 4=-837(load case 10), 3=-1155(load case 13) Max Grav 4=1161(load case 13), 3=892(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1-4=-41, 1-2=0, 2-3=-41 BOT CHORD 3-4=-0 WEBS 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 120 ft by 54 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) This truss has been designed for drag load (tQFEs$/� Q a total of 195 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 195.0 plf. N 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASES) Standard W C1'1" Z * EXP. 06/30/05 rS� clvl1. �Q OFCA March 11,2003 A WBminB - Verlry design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIS -7473 BEFORE USE Design Valid for use only wtih MRak connectors. This design Is based only upon parematere shown, and Is for an IndMdual building component to be Ingtallad and loaded vertically. Applicability of design peramentars and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing specification, and HIB -91 �pM�a.a�1�.. Handling Installing and Bredng Recommendation available from Truss Plate institu58 te, 3 MOnofrlo Drive, Madison, WI 53719 g II 91i 8 e 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Gilliam Residence 9504 Dillon Ct. Durham, CA APN: 039-540-001 BPN: 03-2516 ()-7-/0Za To Whom It May Concern, BUTTE COUNTY OCA G 5 2007 DEVELOPMENT SERVICES I Our office has reviewed the footing labeled "F2" on wall line 2 of the above project. (See Attached Layout.) Previously the footing was 24"Wxl8"DP with 144 bar top and 344 bars bottom. The new footing shall be 24"Wx16"DP with 144bar top and 444 bars bottom. (See Attached Calculation.) Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. _ S C BUTTE y `UILDINC` -',viSION OWNER: REVISION: BP# APN:009- 37go-np 9 i DATE p p-) L^ FILE COPY B' f C r O I LL I AM RESIDENCE A55UMED NORTH Q JOS #2005.003 SHEAR WALL, SEAM � FOOTING LAYOUT Q p s FootZ&00 v2.11.71, Copyright © 1999-2004 Spyder Software 7/31/2007 12:37:41 PM Company Info I Project Info R. C. E. (Project: Gilliam Residencd 3060 Thorntree; Suite 10 ILocation: 9504 Dillon Ct. Chico, CA, 95973 1 Durham, CA Phone: (530) 894-8833 1Client: Janice Lee Fax: (530) 894-8882 1Job No.: R.C.E. 2003.003 E-mail: cj@spydersoftware.com (Footing Id: F2 Wall line 2 FOUNDATION PARAMETERS Length, ft. Width, ft. Depth, inches Material Properties: 1 1.00 674 / 4.00 12.00 Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield 16.00 f'c, psi 3 Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie): Soil Bearing Results, psf (actual / allowable): Gravity Length, ft. Width, ft. Depth, inches Section: 1 1.00 674 / 4.00 12.00 Section: 2 17.00 601 / 2.00 16.00 Section: 3 1.00 674 / 4.00 12.00 Column & Wall Data: Section: Type Center Length Width 2 ........................... 15.63 ft. in. in. Column 1 Other 0.50 6.00 6.00 Column 2 Other 6.50 6.00 6.00 Column 3 Other 12.50 6.00 6.00 Column 4 Other 18.50 6.00 6.00 Soil Bearing Results, psf (actual / allowable): Punching Shear Stresses: Column Gravity Case Wind Case Seismic Case Section: 1 185 / 1,500 674 / 1,995 404 / 1,995 Section: 2 195 / 1,500 601 / 1,995 375 / 1,995 Section: 3 186 / 1,500 674 / 1,995 404 / 1,995 Beam Shear Stresses: Section: 1 ........................... Low Stress or Beam Shear suppressed under column/wall Section: 2 ........................... 15.63 psi Stirrups not required Section: 3 ........................... 22.57 psi Stirrups not required Punching Shear Stresses: Column 1 ........................... 19.64 psi Column 2 ........................... 6.04 psi Column 3 ........................... 6.04 psi Column 4 ........................... 19.64 psi Foot2000 v2.1.71, Copyright © 1999-2004 Spyder Software 7/31/2007 12:37:41 PM Footing Id: F2 Page: 2 Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in 2, Design in 2, Design in'/ft, Spacing int, Spacing Section: 1 MZ FY MZ FY M2 Column:l 0.00 0.00 Strength:.. 0.04 1-#4 0.10 1-#4 0.10 #4 @ 23.4in. Not Reqd... Section: 2 0.00 0.00 0.00 -4.36 0.00 -2.53 0.00 0.00 Strength:.. 0.17 1-#4 0.63 4-#4 0.00 -....N/A.... 4.36 Not Regd.... Section: 3 0.00 0.00 Column:4 0.00 0.00 0.00 .0.00 -4.36 Strength:.. 0.04 1-#4 0.10 1-#4 0.10 #4 @ 23.4in. Not Reqd... Note: Strength = Steel Required for Strength.. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + 1.OLL + 1.OSL 1.ODL + 1.OLL + 1.OWL 1.ODL + 1.OLL - 1.OWL 0.667DL + 1.OWL 0.667DL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY M2 Column:l 0.00 0.00 0.00 0.00 4.36 0.00 2.53 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 -4.36 0.00 -2.53 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 4.36 0.00 2.53 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 .0.00 -4.36 0.00 -2.53 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 8.000 kips 1.ODL + LOLL = 8.000 kips 1.ODL + 1.OLL + 1.OSL = 8.000 kips 1.ODL + 1.OLL + 1.OWL = 8.000 kips 1.ODL + LOLL - 1.OWL = 8.000 kips 0.667DL + 1.OWL = 8.000 kips 0.667DL - 1.OWL = 8.000 kips 1.ODL + 1.OLL + 1.OEQ = 8.000 kips 1.ODL + LOLL - 1.OEQ = 8.000 kips 0.667DL + 1.OEQ = 8.000 kips 0.667DL - 1,.OEQ = 8.000 kips Envelope Case = 8.000 kips t Foot2000 x2.1.71, Copyright © 1999-2004 Spyder Software 7/31/2007 12:37:41 PM Footing Id: F2 Page: 3 C01#1 Col#2 Col#3 Col#4 F-1 n n n FS #1 I FS #3 O -ft. I i i i i i IFS 5.3 kips 19 -ft. V, kips 0 0 674 psf Bearing psf 0 0.175" Defl, in. 0 23.6 ft -kips -6.8 ft -kips -5.3 kips BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 9504 DILLON CT Owner: Permit No: B07-1029 APN: 039-540-001 GILLIAM, R H & MARY D MO Issued Date: 06/14/2007 By KCG Permit type: RESIDENTIAL 1256 GLENSHIRE LN Subtype: SFD-Master Plan CHICO, CA 95973 Expiration Date: 06/13/2008 Description: NSF DWELLING(3518), GARAGE(1 (530) 895-0409 Occupancy: R-3 Zoning: SR -1 Contractor Applicant: Square Footage: GILLIAM, R H & MARY D MI Building Garage RemdUAddn 1256 GLENSHIRE LN 3,518 2,174 CHICO, CA 95973 Other Porch/Patio Total (530) 895-0409 5,692 FEE INFORMATION Ag Com Building Permit Clearan $32.50 DBSMIP Residential $28.08 CWIF SF $2,411.06 CWIF SF $2,132.89 CWIFAUD Impact Processing Audi $50.00 CWIFDDS Impact Processing Fee $50.00 DB R3 Dwelling -Production Phas $1,541.66 DB R3 Dwelling -Production Phas $1,027.78 Total Charged: $7,349.67 Fees Paid: $79349.67 DBEH Building Review Fee $75.70 Balance Due: $0.00 Receipt No: B3516 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) is in full force and effect. of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 06/14/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date ❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK AND THE STRUCTURE IS NOT INTENDED OR WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: HAVE AND the work himself or herself or through his or her own employees, provided that such improvements ❑I WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by 11 ® I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). Cartier. Policy Number: Exp. Date: (This section nee not a completed if the permit is or one dollars ($100) or less.) ❑ I AM EXEMPT under Section B. & P.C. for this reason: FVI I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS LN ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' r Compensation laws of California, and agree that if I should become subject to the workers' X 06/14/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisions. X 06/14/2007 I hereby certify that I have read this application and state that the above information is cored. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS $100,000, IN ADDITION TO THE COST OF COMPENSATION, ( ) the issuance of this permit. I hereby acknowledge thatt is issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property owner ram authorized to act on the property owner's behalf. }-.•�. L 06/14/2007 CONSTRUCTION LENDING AGENCY 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ, code) 1�1! Owner Contractor OR. 0Agent for Owner Agent for Contractor FILE COPY Lender's Address City State Zip Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-1029 Date: 05/11/2007 Location: 9504 DILLON CT By: KCG Parcel Number: 039-540-001 Sub Type: SFD-Master Plan Owner Name: GILLIAM, R H & MARY D MORRIS Phone: (530) 895-0409 Description: NSF DWELLING(3518), GARAGE(2174) The above permit application has the following Clearances required prior to permit issuance. Please contact, each department indicated below regarding specific requirements pertaining to your permit application. Yes No DRAINAGE DISTRICTS 1 Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 1 City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 PARKS & RECREATION DISTRICTS ci Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 Paradise Parks & Recreation, 6626 Skyway, Paradise CA 95969 - (530) 872-6393 Signature of Property Owner: ��� Date: 05/11/2007 FILE . SCHOOL DISTRICTS 0 E] Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 ❑ ❑ Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext:105 Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 EI ❑ Other: ❑ ❑ Other: M ❑ Other: Signature of Property Owner: ��� Date: 05/11/2007 FILE BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1029 Job Address: 9504 DILLON CT Contractor: Printed: 05/11/2007 10:02 am Fee Description Account Number Fee Amount Paid Date Pmt Amt Ag Com Building Permit Clearan 00104600014612200-1010 $32.50 05/11/2007 $32.50 CWIF SF CWIFFIREVE SF 1851-0-280-1011853 $707.16 CWIFFIREF SF 1851-0-280-1011852 $366.35 CWIFPWRDS SF 1831-0-280-1011001 $1,337.55 DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 05/11/2007 $75.70 CWIFAUD Impact Processing Audi 0010-050-4617998-101001 $50.00 CWIFDDS Impact Processing Fee 00104400014617999-1010 $50.00 DB R3 Dwelling -Production Phas DBF DWLNG PRDCTN PHS N Plan R• 0010-440001-4210500-1010 $1,027.78 05/11/2007 $1,027.78 DBF DWLNG PRDCTN PHS N Permit 0010-4400014210500-1010 $1,541.66 CWIF SF CWIFSHERFVE SF 1840-0-280-1011842 $152.72 CWIFSHERFJL SF 1800-0-280-1011811 $288.00 CWIFGGVE SF 1810-0-280-101001 $306.61 CWIFLBRYF SF 1825-0-280-1011826 $240.89 CWIFLBRYM SF 1825-0-280-1011827 $162.04 CWIFLBRYV SF 1825-0-280-1011828 $4.83 CWIFSHERFF SF 1840-0-280-1011841 $312.99 CWIFGGF SF 1808-0-280-101001 $664.81 DBSMIP Residential 1001-0-280-1011298 $28.08 Printed By: Kourtni Graham 79349.67 $19135.98 Balance Due: $6,213.69 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature: C- te�A Date: 05/11/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirmegts for a protest are specified in Government.Code Section 66020(a). Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: fly Make sure your application is complete. O Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking. and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http:Hmunicipalcodes.lexisnexis.com/codesibutteco/ Reference Number: B07-1029 Date: 05/11/2007 Location: 9504 DILLON CT Parcel Number: 039-540-001 Owner Name: GILLIAM, R H & MARY D MORRIS Phone: (530) 895-0409 Description: NSF DWELLING(3518), GARAGE(2174) Signature of Property Owner:Q &4.4� 4 !Y,",Date: 05/11/2007 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ° If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $500 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. ° If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal ° income tax withholding, federal social security taxes, workers/ compensation insurance, disability insurance costs, and unemployment compensation contributions. There may be financial risks to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board's automated telephone information system at 1-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. 1. I PERSONALLY PLAN TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT. NO —OVVEMENT. (YES O 2. IttHA HAVE NOT) SIGNED AN APPLICATION FOR A BUILDING PERMIT FOR THE PROPOSED WORK. 3. I HAVE CONT CTED WITH THE FOLLOWINGERSON (FIRIvi) TO PROVIDE THE PROPOSED CONSTRUCTION: NAME ADDRESS CITY PHONE CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: ADDRESS CITY PHONE CONTRACTORS LICENSE NO, 5. I WILL PROVIDE SOME OF THE WORK BUT I HAVE CONTRACTED (HIRED) THE FOLLOWING PERSONS TO PROVIDE THE WORK INDICATED: NAME ADDRESS PHONE TYPE OF WORK Description: NSF DWELLING(3518), GARAGE(2174) Reference Number: B07-1029 Applicant Name: GILLIAM, R H & MARY D MORRIS Owner's Name: GILLIAM, R H & MARY D MORRIS AP # : 039-540-001 Signature of Property Owner: zPk OA 4l ate: Butte County Department of Public 'Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds National Pollutant Discharge Elimination System (NPDES) Phase II Construction' Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-1029 Date: 05/11/2007 Location: 9504 DILLON CT By: KCG. Parcel Number: 039-540-001 Sub Type: SFD-Master Plan Owner Name: GILLIAM, R H & MARY D MORRIS Phone: (530) 895-0409 Description: NSF DWELLING(3518), GARAGE(2174) ` By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title: FILE Date: 05/11/2007 Butte County Department of Development Services ADMINISTRATION' BUILDING' GIS `PLANNING 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Telephone (530) 538-2140 Facsimile January 6, 2006 Richard & Mary Gilliam 723 South K Street Livermore, CA 94550 AP#039-540-001 BP#03-2516 Our records indicate that your building permit application has expired and was never issued. We are unable to provide continuous plan storage for inactive permit applications. If you would like to have the plans returned to you, you or your agent must pick up the plans at our office prior to January 19, 2006 or they will be destroyed (plans will not be mailed). Our office is located at 7 County Center Drive, Oroville. Our office hours are 8 a.m. to 4 p.m. Monday through Friday. If you have any questions concerning this matter, please contact a permit technician at our office, at the following number (530)538-7541. Please have this letter with you when you call or come into our office. Thank you. �o r:nrco� coos ��>-(Per'��: � a�� � �� �l�t�-�, � n�� ►vim, r--' 4 eA r, -s c6 o re G �- BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM ❑ FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) eer'DURHAM RECREATION AND PARK DISTRICT (DRPD) u QJ Q J� 6 Building Pen -nit Number /3 Assessor Parcel Number (s) -/ ' b Property Owner (s) "C'kard 6,r/I r,4 PV1 � lee, Project Location /Address D7-�.c ✓ GrQ �.-� (rr Subdivision' Name Assessable Sq. Ftge 3 Type of Residential Development (check one) /New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Demo Permit (date issued Comments: `J 1 I(1C, ( Q Mobile home replacement Representative Date verified by Assessor Department verified by Building Department ❑ FRRPD 0 CARD ❑ PRPD DRPD certifies that: 'R H C-�,i I ( icy %C15 -OL/09 Applicant Name Phone Number 12-5(o C121nShice Lr) DAt no CI- qS01?3 Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. 0L4 — 141 by Payment of. Dwelling Units @ $ per unit for a total of $ 3519 Square Feet @ $ 1 - 41 per sq foot for a total of $ Remarks: q, 95�p. /5- Paid 5 Paid by Check No: ' Paid by Cash: pj Receipt No: c) 7 SS y Date d Park Distri Repr .:+r`" .. r r•�a ....i vn C� ,.... .. .... .. . • w .. .- -. - "•i .. _ :•-Cr. .w . t: �� - .ti . a . ♦ - . v ' b ! ,..�.f BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District LA 11_6 �/�{� /l 6-7 I V4 � .P Building Department No. t l / �'�' 0 IN 7\ -y"" " * UV' Tax ate Area No. (�� a ' 60 A.P. Number J-tc) Jurisdiction: City County Property Owner 1 C- f l' ( Y C' (' r a• YV1 Property Location/Address ;1 /l 0 i C77,-- T)k V i'1 Gt P-1 Subdivision r'/ Lot No. ........................................................................................_.......,� Residential Development PLiving / Sq. Footage Noo .Mobile Home Addition/ "Supplemental to (Group R) - Units Installation Conversion Permit # Cr. Demo - ( ) '(No foundation inspection) existing sq. ft. see attached :.................................................................................................. Net total sq. ft. Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial 0 0 Sq. Footage New Addition(Including Exterior Roofed Areas) loll Building e�artm nt R presentative Date District Identification No. u V AJ %/L-% l School District certifies that (Payor) 9so41 bu2I-IH7-0 cg q5�3 F (Street Address) (City) (State) (Zip Code) (Phone Number) has complied with the requirements of Resolution No. 4/— I a by payment of $ �Sb�• 3Q representing 3%6-/ D square feet. School District Representative Paid by Check # Remarks: JFB 2926 $ FULL MITIGATION $ Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feeform.xls (12/06)dmm CJ TO LARRY PAINTER _gETURN TO CHICO EH7.L. .L. SITE PLAN REVIEW APPLICATION Date: �� AP# Permit Number (if applicable) �3 1 7 Bin Number ts APPLICANT INFORMA TION— Parcel Sizer 4 i I Owners Name:17,d C Owners Address: IT t/� - (% B'r QIT _ Q Telephone No.: Situs Address: 7 )6 Proposed Use: Residential gjLNew Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition ❑ Single Family.Remodel ❑ Commercial Remodel ❑ Industrial Remodel Ot er ptic ❑ Well ❑ Agricultural Exempt Building Agricultural Buffer Form ❑ Applicable 0 N/A ❑ Other: Brief Explanation (if necessary): OWN ep— HRS. aspL) w0 -"-JP 1 6r> 0-(� ��►'� e ������� �?—g�►�� � � s moi. 1-,�c�y� i-a®u�� l�p��� 63ts1-I� rJ! �D' �3 � t✓ DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved Conditionally Approved ❑ Resolve Problems Prior to Approval -� Site Plan Stamped Approved • BY Date Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY ' Parcel Is In: .4 ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See alta�hed) • Flood Zone: x • Flood Panel No.: 0520 C Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------------------------------------------------------------------------------------------------ ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement • Zoning: S R — 1 Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. is Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front L Side° Side Street Rear Height Waterway .'N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. is Page 2 of 5 Applicable Development Fees: Standard Fees Amount Formula • ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area - Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other -------------------------------------- Subdivision Map Special Fees ❑ Wat6r'Tend.er ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit • Parcel Created By II Deeds: L' Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). F-1Constructroad to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Subdivision Map/Parcel Map: DV 21-1 ram V)V `_LC / OG_% - Map Date of Recording: S �� Lot: Book: ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: F�X_- , Page: , Parcel Map/Subdivision Map/Use Permit Conditions Iff Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and-P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one And two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control PIO must be prepared by a registered' civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. ® C_cv..0Nl:c-r O A P 0SLIC, WArt,6Z. S0 0PL7 Page 4 of 5 j • !oo' R.B:S. L: U • a. qa 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Gilliam Residence 9504 Dillon Ct. Durham, CA APN: 03.9-540-001 BPN: 03-2516 To Whom It May Concern, Our office has reviewed the truss design and calculation from Longfellow Lumber Co. Inc. for the above project. The layout and design are in agreement with our structural package. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have,any questions. Sincerely yours,_ t Charles J. Roberts, PE p P/ L4 =--" Wek industries, Inc. 7777 GREENBACK LANE �i SUITE 109 CITRUS HEIGHTS CA 95610 ^N a c ® USA 5� FAX (916) 676 1909 TELEPHONE (916) 676 1900 May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C: Loads MiTek Industries, Inc. truss designs are adequate to support up to an additional 150.pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade, as the top cord is required for the full panel length carrying the load. Attached with 10d nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call me at 1-800-772-5351. Sincerehy, QV -49 Sfp 2, RXEG , .. . Redongdj , I�l� Director of e Western Operations RY/ek: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" ARCHITECT/ENGINEER OWNER INFORMATION Last Nam /l �IQ SLtj 4e �J Firs Nam Mailing Address /AO.5�o City State State Zircl PhoneFax o- .? o E-mail E-mail rA Wiom 3 l i ✓ermore (�tna»tC&Xf , ARCHITECT/ENGINEER CONTRACTOR Name �IQ SLtj 4e �J Address State � City Phone State Zip Phone Fax E-mail Lic. # Class ARCHITECT/ENGINEER Name ocean te6 Lee- "AddressI Si' �IQ SLtj 4e �J City �-1 C State � Zys -75 Phone Fax E-mail State License Number APPLICANT INFORMATION Name Address City State Zip Phone Fax E-mail A LICA NT SIGNATURE X PERMIT NO. WPM BIN #D V PROJECT LOCATION API 439.E S L/o- D 0' 1 Property Address 950zW Ian nutyt city —D4,Arha ni (A . 95938 WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORT �. 7 Scl FT- Livin ,�,f ,Garag � % 7 .L pen Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA I Yes No Occ. Type Const. - T COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 (Rev.12/9B) APPLICATION AND PERMIT No ASSESSOR PARCEL NUMBER 039-540-001 ZONING SRI BUILDING PERMIT OWNER RICHARD AND MARY GTILIAM 925 -60f; -1R TELEPHONE SO. FT. OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 723SK STREET LIVERMORF. CA 94950 2175 U 39 150.00 CONTRACTOR'S NAME UNKNOWN TELEPHONE730 C 9490.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace A 11900.00 LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 72500 BUILDINGADDRESS Energy Plan Checking Fee $ PERMIT FEE $ 188-3.90 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.00 30. UO TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW STNGI R FAMTT Y Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $207-00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service zo.A OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. 19 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO ,eooA 46.00 NEW CONST. DWEWNG OCCUP. ORw O ter. ( 3.5QF°: 1 6.3 MUL�TI-ou�rLEST NON-RESID. 97.50 FowEL APPARATUS 6 SINGLE OUTLET CIR. EX. Occup. OUTLET OR FIXTURES zo @ 1.00 BAL @ .50 Ex. Occup. ounEDTs Ra D,°ERw 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE $ 262.39 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) P9 I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall ort with comoy with those provisions. X DateE_ __ Signature f Applicant - -Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in hei ht. MECHANICAL PERMIT Fling Fee 20.00 Heating 20.00 Cooling 25.00 Hood 6.50 6.50 Ventilation 3 4.50 13.50 PERMIT FEE $ 85,0 Mobile Home Installation Fee $ Energy Inspection Fee $ 46-00 occ CONST. TYPE TOTAL FEE $ 248 ,; 89 HAZ. D. FEES IMP DCDF PARCEL PD SSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON I the applicable provisions Resolutions to do work been paid. Date pate) Receipt No.'- WHITE-D.D.S.-B-U7. CANARY-ASSESS1513 P -INSPECTCR GOLDENROD -APPLICANT I � ! 4COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center D We • Oroville, California 95965 • Telephone (530)#538=7541" P O/' (Rev. 12/901 V�4PPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 039- ZONING 1 BUILD NG PERMIT ' OWNER 925-606-1339 TELEPHONE SO. FT. OCC. 16.1BUILDING VALUATION 3436 R 185 544.00 . OWNERS MAILING ADDRESS 72-3sK VNEET LIVERNIME CA 94550 2175 U 39 150.00 CONTRACTOR'S NAME UNKNOW TELEPHONE 730 C 9490.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace A- 15W.00 LENDER'S MAILING ADDRESS Total Valuation $235 CA), ARCHITECT OR ENGINEER 1 LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 111-1 50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 725.00 BUILDINGADDRESS - Energy Plan Checking Fee $ 2300 PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP `\ PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 x USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY,., Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.00 30.()() i TYPE OF WORK 1 1 New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NNEW S �i'AbUT Y ' Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 1° Mobile Home S G W @20.00 PERMIT FEE $207.00 ELECTRICAL PERMIT Fling Fee 20.00 LE Main Service '..A'200AOY OR S ORlESSS 23.bb 23.00 _ ' w LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. 1' License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages astheir sole compensation, will do the work, andl a structure is not intended or offered for sale. 9 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project\ ❑ 1 am exempt under Sec. Business and Professions Code for this reason y Main Service 200A TO 1000A 46.00 (] NEW CONST. ( DwOR ADDNS. EwNa OCCUP. 3.5QF7. 196. 35 CS. ARESID. NEW CONST. LTIOUTLETC @7.50 1pµMU PowER APPAUS - a sINGLF ounETRATaR. 20 O 1.001 Ex. Occup. OUTLET OR FIXTURES BAL p .so # Ex. Occu . GFIxuTLEEorsA A= ORS 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities / 20.00 Misc. Wiring' 23.00 PERMIT FEE $ 262.39 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under"penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ' ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ,® I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as.to become subject to workers' compensation laws of California, and agree that f I should become subject to the workers' compensation provision ,bf section 3700 of the Labor Code, I shall forthwith comWY with those provisions. J Date Signature Af A plicant - ' Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 1 20.00 Heating 1 120.00 -Cooling 0 Hood 6.50 16.5o Ventilation 11-4.90 PERMIT FEt $ Mobile Home Installation Fee $ Energy Inspection Fee $ 46 W Occ CONST. TYPE " TOTAL FEE $ 248=9 HAz. D FEES IMP " YFLOOD CDF I PARCELE'PD 1// SID rlSsuE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above'for which fees have been paid. , By Date PERMIT EXPIRES ON ate Receipt No. F 7 7J ' WHITE-D.D.S.-B`D. CANARY -ASSESSOR r -INS ECT GOLDENROD -APPLICANT .�.?irr►c; 'COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ' 7 County Center Drive • Oroville, California 95965 • Telephone (530)'538-7541 PE MIT N©�. (Rev.12/9F5) y'Z �'APPLICATION AND PERMIT ����� ASSESSOROPA9-NUMBER l .Jj]7(7A7� .G)/Y,/V'�-��V/V� ZONINOS� BUILDING PERMIT OWNER HAR RICIiAARD-MD M 925-606-14 TELEPHONE 3 Sp, �, OCC...% BUILDING VALUATION y,� K 1V 'OWNER'S MAILING ADDRESS 723--K-STREEr LIVERMORECA 94550 Z !S 3991W. CONTRACTOR'S NAME TELEPHONE / 9 CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace 1 A 1500.00 Total Valuation $ 35 6j ,W ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 1 1 50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 725j.W BUILDINGADDRESS Energy Plan Checking Fee $ 23.00 PERMIT FEE $ 1883.50 LOT NO. SUBDNWON'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY.- Each Trap 1 7.00 112 0c Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent - 15.00 .30 00 TYPE OF WORK f 1 New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: INEW STNtzT,F. FANiTi Y Gas piping system 1 - 5 outlets 15.00 5.OU Building sewer 15.00 7.5.E Mobile Home I S I G W @20.00 PERMIT FEE tz ELECTRICAL PERMIT Fling Fee 20.00 RLESS 800VMain Service 2o.A OR LESS 23.00 13 • UU LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project.N ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. f ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service zoo. To 46.00 NEW CONST. DWE111NG OCCUP. CCU OR ADDNS. ( d ACC. S. SO 3L 3.5a • `� NPN ptOgIDT MULTI -OUTLET 97,50 POWER APPARATUS S SINGLE OIfTLET CIR. r Ex. Occu OUTLET OR FDCTURES 20 @ I'00 BAL @ .50 Ex. Occup. O'untrs RaID.) E 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wirino 23.00 PERMIT FEE $ 262.39 MECHANICAL PERMIT Fling Fee 20.00 Heating 1 20.00 Cooling 25.00 Hood 6.50 5.50 Ventilation 3 4.50 13.50 PERMIT FEE S 85.00 Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) M I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions,W section 3700 of the Labor Code, I shall forthwith comp y with those provisions. �y X � ✓# .... Date�L%? n Signature of Applicant - 9� Owner ❑ Contractor ❑ Agent' "r r `` An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46,00 Occ CONST. TYPE TOTAL FEE $ 248=9 HAZ. D. FEES IMP ✓FLOOD CDF PARCELS PD HD %ISSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have I By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date Date Receipt No. �. �� 1 _5U 1.J A0-1 X k WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR - GOLDENROD -APPLICANT \.i."COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 •Telephone (530) 538-7541 PF rf IN _ APPLICATION AND PERMIT � - z (Rev.12/Qb}' I i.J ASSESSOR PARCEL NUMBER - 039-540-Wl ZONING SRI BUILDING PERMIT t .I OWNER 1111RIMARD AND MARY GNMAM 92 5-606-13.19 TELEPHONE SO, FT, OCC. I BUILDING VALUATION —3u—UU +eWNERS'.MAILING,ADDRESS b • •r CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAIUNG ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace A 00 Total Valuation. $ ARCHITECT OR ENGINEER LICENSE NO. —FilingFee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ t BUILDING ADDRESS 9504 DILLON COURT DURHAM- Energy Plan Checking Fee $ 23.00 PERMIT FEE $ 1883.50 LOT NO. SUBDNISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 1 7.00 112.0( Solar or heat pump water heater 23.00 Water piping 15.00 1 . Each aas water heater or vent 15.00 30.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: iIMTV SIRNE FAMILY Gas piping system 1 - 5 outlets 15.00 15-00 Building sewer 15.00 Mobile Home IS I GI WT—'— @20.00 PERMIT FEE SLV • ELECTRICAL PERMIT Fling Feld , 20.00 "OOVORLE Main Service 2o.A OR LESS 23'.00 3 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. • ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADONS. ( a ACC. BLDS, SO 3.5QFT; J - NEW CONS77- MULTI-OIfTLET NON -REBID. @7.50 PowER APUS 8 sINGIE OunEr CIR. Ex. Occup. OUTLET OR FIXTURES BAL ® 1. 0 Ex. Occup. ouriErs PPM.0R 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE S b WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. . -_ 1 X I . + I �� l i . Date ' . I-/ '.r Signature of Ap'plicarit - plI Owner ❑ Contractor ❑ Agent r ' ' r An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating L Cooling Hood 6.50 Ventilation f-3. PERMIT FEE $ 8 .00 Mobile Home Installation Fee $ Energy Inspection Fee $ 46j,00 Occ CONST. TYPE TOTAL FEE $ 2481389 HAZ. D FEES IMP / FLOOD CDF PARCEL PD r, HD ISSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have AV By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date ate Receipt No. i', ±;1 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7,County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ---� � l ASSESSOR PARCEL NUMBER j V ) n Proposed Building Use: f f A J Counter Technician: Date: I `, Mems required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to 01y. 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ,-:0,.3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. T 4. Engineered truss details and layouts in duplicate. No faxes! rj 5. Energy compliance design and supporting documentation in duplicate. `276. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Site plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... tV,�i'� Fire Sprinklers.......................................................................................�....�r 14. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by - v AI ❑ 15. Other RSmaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ® 16. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... V'7. Statement of Intent for Non -heated and A/C Buildings .................................... i.. �.�. 8. Sanitation and site plan approval from the Environmental Health Department in ❑ 19. City of Chico Plumbing permit........................................................................ ❑ 20. California Department of Forestry plan approval ❑ paid. Sent by: ...................... 21. Planning approval for (A) Use: 0 K(B)Parking: (C) Parcel Check: 22. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... A3 NPDES Form............................................................................................. ' Encroachment Permit for driveway from the Public Works Dept ................................. ❑ 25. Pre -Inspection for required ................ ❑ 26. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 27. Worker's Compensation Carrier and Policy Number ............................................. ❑ 28. Owner -Builder Verification (O Given to owner, ❑ Mailed to owner) ..................... EL 9. Letter of Signature authorization.................................................................... , 30. Recorded copy of Agricultural Acknowledgment Statement.. ` ................................ /D - 20--6 3 /YIDS ❑ 31. Manufactured home utility clearance............................................................... _ ❑ 32. Existing violations and/or expired permits......................................................... V34. 3. ❑ Grant D tat ent of Facts, Legal Owner, ❑ Check to H.C.D. $ Other: JV 14 When issued Teleph e U and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: M �Z"yu,&a /--),U Date: S'/ / of 03 1. Index permit applicatiq`f for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designRt2Ene was. advised of the above data by ne, ❑ mail, Elcounter, by Date: 7Z r Contractor, designer, owner s advised of the above Odia by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: 2T-0123 Structural approved by: Date: $ Note transfer by: 17W Date: Yellow: Building Division 0 r . -'r Piot Plea AttachedE.H. USE OKY .'leas ea PlA e :!. .. '' S.2to B.D. 7 TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance 39 Owner Location AR# Plan Approved for: Sewage Disposal Water, Supply: Public Private Well Clearance for dwelling. Otl3gr Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 COUNTY OF BUTTE ,DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES -15 OWNER �J�/1` (C�1ii�. A.P. # �•� ` I PROPROSED BUILDING USE N DATE N­6_� RECEIPT # DATE RFC. 1. BUILDING PERMIT FEES _ --- Balance Due ..................... $ --- Additional Fees Due........... $ yl;2. - Revised Plan Checking Fee.... $ SCHOOL DISTRICT FEES / l�'1 `"� (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Div' ton) Residential ............$360.00 = U its Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ # Units Amt. Commercial (Sq. Ftg.).... X = $ Sq. Ftg. Amt. 1z 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed duringgUe plan checkittg process. APPLICANT t N' I V DATE Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) r) JC-�) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUI DING DIVISION r ` 7 County Center Drive - Oroville, California 95965 - Telephone(5 0) 538-75 1 PERM1 A0 it%ATI^N AND PERMIT ); ARCp,tLYBER d �, ZOH1H° 1 BUILDING PERMIT SQ. FT. w C. BUILDING VAL ATION I v l "1► t eorrraACTDR•s NL1dE ADDRESS COMSTRUGTIUn �— LENDERS MMUNC ADDRESS -W;;flECT OR ARCMTECT OR jUaING ADDI .I- %�r2-i MA J14 ADDRESS LOT No. SUeDN61oNs NAME USEOFSTRUCTURE SF�j Duplex ❑ Mobilehome ❑ Other . 1-1 TYPE OF WORK Gas piping system 1 - 5 outlets New Addition ❑ Remodel ❑ U lilies ❑ Installation ❑ other ❑ Buildingsewer ///�y� Q I Mobile Home Is G W Describe Work: i� Total Valuation S NO. 611"I Filing Fee $ Permit Fee L MW OR LESS Plan Checking Fee $ 2004L OR LESS Energy Plan Checking Fee $ MT S NEW CONST: PERMIT FEE S MAP PLUMBING PERMIT Each Trap Solar or heat pump water heater Water piping Each oas water heater or vent TYPE OF WORK Gas piping system 1 - 5 outlets New Addition ❑ Remodel ❑ U lilies ❑ Installation ❑ other ❑ Buildingsewer ///�y� Q I Mobile Home Is G W Describe Work: i� Ex. Occup. ( ounET OR FO(nmo FIXED OCCUP• OUTLETS (RESrD.) PA Temporary Service Moble Home Facilities Misc. Wiring PERMIT FEE J _ MECHANICAL PERMIT Ventilation PERMIT FEE: I $ Mobile Home Installation Fee $ rgy Inspection Fee $ M- EOAM' AL FEE $ - - 0, - 20.00 icing Fee 20.DO 23.00 15.00 15.00'w— is. .00 1 5.0 15.OD —i @20.00 �ZI Ung Fee 20.00 23.00 46.00 3.50',*.. @7.50 20 @ t.W SAL® .50. 5.00 23.00 20.00 23.00 ling Fee 20.00 11 6.50 S > C!G This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have bean peidko ' By Date ""�rj1j1 _ PERMIT EXPIRES ON ' /Derv) PERMIT FEE ELECTRICAL PERMIT Main SerWce MW OR LESS 2004L OR LESS Maid Service ( 200A TO NOOOA NEW CONST: DWE1LM DOCUP. OR ADDNS. L A=- RLOS_ Ex. Occup. ( ounET OR FO(nmo FIXED OCCUP• OUTLETS (RESrD.) PA Temporary Service Moble Home Facilities Misc. Wiring PERMIT FEE J _ MECHANICAL PERMIT Ventilation PERMIT FEE: I $ Mobile Home Installation Fee $ rgy Inspection Fee $ M- EOAM' AL FEE $ - - 0, - 20.00 icing Fee 20.DO 23.00 15.00 15.00'w— is. .00 1 5.0 15.OD —i @20.00 �ZI Ung Fee 20.00 23.00 46.00 3.50',*.. @7.50 20 @ t.W SAL® .50. 5.00 23.00 20.00 23.00 ling Fee 20.00 11 6.50 S > C!G This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have bean peidko ' By Date ""�rj1j1 _ PERMIT EXPIRES ON ' /Derv) COUNTY OF BUTTE DEPA'ATMENT OF DEVELOPMENT SERVICES • BUILDING DIVISION NOTICE Post this job card in a safe, conspicuous place. Do not remove until all required inspections are made and building is approved for occupancy. Plans must be available on the job site. A. P. No. --039-540-001 03-2516 Owner_ GILLIAM,1 RLe-h1144 Contractc 9504 DILLON CT, DURHAM NEW SINGLE FAMILY Permit Nc PERMITTEE MUST CALL FOR INSPECTIONS INSPECTION I DATE I INSPECTOR Piers Conduit Pre-Gunite Underfloor Plumbing Underfloor Electrical Underfloor Mechanical Underfloor Framing Slab Sewer Service Water Service Pool Final Plumbing Final Electrical Final Mechanical Final Buildina or M.H. Final DO NOT OCCUPY UNTIL ALL THE ABOVE IS SIGNED AND THE BUILDING OR MOBILE HOME IS APPROVED FOR OCCUPANCY Addresses ,:;, Information... ;:24 Hr Insp Oroville - 7 County Center Drive 538-7541 538-7636 Chico - 411 Main Street 891-2.751 891-2834 Revised 7/94 NOTES RESIDENTIAL PERMIT NO. _ 039-540-001 03-2516 GILLIAM; HOrPA* 1?i Gh 9504 DILLON CT, DURHAM I NEW SINGLE FAMILY 039-540-001 0-2516 GILLIAM, tfAIMY R1 C 0"72Z 9504 DILLON CT, DURHAM NEW SINGLE FAMILY r SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) Signature 4 0 = Not OK Not Applic . = NotReadyable' , MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements-Setbacks-Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location-Test-Fall-C/O-Concrete 4. Water; Location-Test-Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp-Concrete 6. Gas; Location-Test-Wrap;-/ /" L 'ft. / P Nat. or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Date 1. Zoning Requirements-Setbacks-Easements Date 2. Footings; Size-Spacing-Marriage Line 3. Gas; MH Test-Demand-Valve-Connector 4. Electricity; MH Test-Crossovers-Breakers-Clearances 5. Drain; MH Test-Fall-Flex Connector 6. Water; MH Test-Regulator-Connector 7. Water and Sewer Connected-C/O to Grade-HD Approval 8. Gas and Electricity Tagged 9. Tie Downs-Type-Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Date 1. Zoning Requirements-Setbacks-Easements 2. Footings; Size-Spacing-Marriage Line 3. Blocking 4. Gas; MH Test-Demand-Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Con nectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes -Enclosures- Panel boards -Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Imo_/ J=OK 0 = Not OK = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Date Clearance Looked under Floor O Yes Card B-1 Date Card B-1 Date Stucco Brown -Finish Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 17. Water Htr.; Vent -Access -Combustion Air Baffle 88. 18. Water Pipe; Test & Anchor -Nail Protection Ventilation Throughout House 19. D.W.V.; Test Fittings & Anchor -Nail Protection Corrections from Previous Inspections 20. Shower Pan; Test, First Floor -Tub Access 93. 21. Test Tub & Shower, Second Floor -Tub Access 95. 22. Gas Pipe; Sixe & Anchors Fire Sprinkler 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Date Comments at Final: Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or All Insulated Neutral 0 Yes l7 No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes 83. Following Instld./Drive 0 Yes O No/Walks O Yes 0 No/Planters O Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: November 20, 2003 Richard and Mary Gilliam 7235 K Street Livermore, CA 94550 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 039-540-001 Building Permit Number: 03-2516 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NOX- STRUCTURAL COMMENTS: Provide a letter from the engineer that he has reviewed the trusses and they comply with his design. ST TURAL COMMENTS: Provide two additional plan sheets S6.1 signed and stamped by the engineer. Only one sheet 6.1 was provided. Provide type 7 shear walls along wall line 3 as specified in the structural calculations. The plans show a type 6 shear wall. Note that the layout sheet (page 1 of the calculations) indicates this is wall line 4. Please provide calculations for chords, collectors and continuity ties. Provide adequate nnections at discontinuities in top plates where required. ease key drag strut details (detail 8 on sheet S6.1) to the roof plan. 5 Note 10 on sheet 5 specifies 24-16d sinkers at top plate spices and the shear wall schedule wires 12-16d common or galvanized box nails. Please clarify. The eave connection detail 5 on sheet S6.1 does not match the roof trusses provided and is not keyed to the roof plan. Detail 1/5 does not show shear transfer and also is not keyed to the plans. Please provide a shear transfer detail of the roof diaphragm connection to the ayes and key to the roof plan. Pl ase provide a shear transfer detail of the roof diaphragm connection to the interior shear ails along the rear of the house and key detail to the plans. The roof plan specifies LS24 structural facia to truss. LS24 is not shown in my Simpson atalog. Please clarify. Do you mean LU24? ►9' Provide calculations for the 5.125"x12" 24F -V4 beam spanning 12' over the rear patio. elude the point load from truss C1. Note that the layout sheet indicates this is beam 4. Provide adequate support for the Al, A2, A19, B3 and C1 truss reactions. 1 of 2 I`Provide continuous 17' long footing F1 as specified in the structural calculations. 1 Provide footing F4 on the plans as specified in the structural calculations. The calculations require a 31.5' long footing at the front of the garage with 3 94s top and 4 #4s bottom. Please provide adequate footings to resist the overturning forces from the 4' and 6' type 7 shear walls along wall line 4. Note that the layout sheet (page 1 of the calculations) indicates s is wall line 3. Provide calculations for the 2x6 wall between the garage and the workshop supporting the 9 kip A2 truss reactions or provide a 2x6 stud directly under each truss. WJ Provide calculations for the 2x6 interior bearing wall supporting the 3.0 kip A23 truss �egctions or provide a 2x6 stud directly under each truss. The dimensions of the garage/workshop add up to 52.67' on the floor plan. The foundation plan shows 52.0' but the dimensions add up to 51.90'. Truss details Al through A4 indicate 5F,9'7'. Please coordinate dimensions on the plans and truss calculations. le e have your engineer address note 9 on trusses Al, A2, A3, A4, A9, A16, A17, A18, 9, A25, A8R, A9R, B I, and B2. ase have your engineer address note 10 on trusses A8, A20, A21, A22, A23, and Cl. se have your engineer address note 6 on trusses A13 and A13R. I ease have your engineer address note 8 on truss A24. 1.,Please have your engineer address note 7 on truss B3. Provide design by an engineer or architect for temporary and permanent bracing in cordance with the note on the C 1 truss detail. lease show location of truss C2 on the truss layout sheet. 4. cuss Al I shows a 3' overhang. The plans do not. Please coordinate. Trusses A22 and A23 should have different overhang lengths. K.ro�he middle bearing point for truss A4 should be different than trusses Al through A3. 91/2 BCI 450's @ 16" o.c. will only span 16'1". Please revise or provide calculations. ide documentation from the engineer stating that he has reviewed the truss package and that it conforms to his structural calculations. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Linda. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Linda Simpson Philo Hunt, P.E. Plans Examiner Plan Check Engineer cc: Charles Roberts, P.E. 2 of 2 Dec 18 02 08:07a PLAN REVISION Please complete the following information in order to process your submittal. If this form is not complete, correct and legible. it may cause a delay in processing. Owner's Name:. �� I �I deceived BY: Date: 03 A.P. #• 0-2c1 Permit #: 3 - 25 (e Time: ConmctPhoneNumber: Z _ ( ,q5 of submittal: 0 Permit Application Data Item 0 Engineering 0 Plan Revision ::e uted by Building Inspector or Correction Notice - Inspector's Name: quested By Plan's Examiner- fixatainer's Name: -Ada 0 Other. If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for plan review. If engineering is involved in this revision, the engineer must put his requirements on these drawings and stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revis I ed drawings mtzat cleariv cltnw When Approved, Process as Follows: T--? G ka r of &, VL, ;Mail to Owner at this address: _ •7 �7 Z 0; 1I 0 Mail to Contractor at this address: 0 Call 0 Deliver with nett inspection. and hold for pickup at the C3 Chico Office 0 OroviIle Office Revised Plan Check Fee: C) $46.00 Receipt #: Additional Fees Not Required Additional fees may be due based upon complexity andtim ' 1 1 e cavo ved to process this submitta Additional Fees: ,___ Receipt #: 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Plan Check Comments Gilliam Residence - Dillon Ct., Durham, CA Building Permit # 03-2516 The following responses are in regards to the plan check comments made on November 20, 2003 by Philo Hunt, Butte county Plan Check Engineer. Structural Comments: 1. Additional copies of sheet S6.1 have been provided with the plan sets. 2. The wall line designation has been modified to be line 4, not 3. 3. Calculations have been added to the calculation package for the cords and collectors of the project. 4. Detail 8/S6.1 has been keyed on roof plan. 5. The shear wall schedule has been modified to agree with note 10 on sheet 5 of the plans. 6. Detail 5/S6.1 has been modified to match the truss conditions and has been called out on plan. 7. Shear transfer details have been provided and called out on plan for the interior shear walls along the rear of the house. 8. The callout for LS24 ahs been modified to LU24 hangers. 9. Calculations have been provided for the glue -lam at her rear patio. 10. Support has been provided for trusses A1, A2, A19, B3, and C1. 11. Footing F 1 has been specified on the foundation plan. 12. Footing F4 has been specified on the foundation plan. 13. Footing F8 has been designed for the wall line and has been called out on plan. 14. Direct bearing studs have been called out for the 2x6 bearing wall between the garage and workshop. 15. Direct bearing studs have been called out for the 2x6 bearing wall supporting the interior reaction of truss A23. 16. T dimensions of the garage have been modified to agree. The truss calculations have been modified to agree with the new dimensions as shown on plan. 17. LS30's have been called out for the connection requirements of trusses B 1 and B2. All other trusses in question have been modified by the truss designer. 18. LS30's have been called out for the connection requirements of trusses A23. All other trusses in question have been modified by the truss designer. 19. Trusses in question have been modified by the truss designer. 20. Trusses in question have been modified by the truss designer. 21.,See truss layout sheet for hanger specifications. i e L6— 3060 Thorntree Drive #10 * Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com 22. Bracing requirements have been attached to the truss calculation package by the truss designer. 23. Truss C2 has been removed from the calculation package. 24. Truss in question has been modified by the truss designer. . 25. Trusses in question have been modified by the truss designer. 26. Trusses in question have been modified by the truss designer. -27. The spans of the 9'/2 BCI 450's @ 16" o.c. have been modified to meet the maximum span requirements. 28. A letter approving the truss calculations has been provided. . oberts, PE (530) 894-8833 �uTTF ° RESIDENTIAL PLAN ° - REVIEW GUIDE o -% +�c, .• a.-•" o SINGLE FAMILY, DUPI.EXAND n_ _d MISCELL4NEOUS ME Owner. -Building Permit Number: a ✓ - `?� Plans Examiner: L.;Adci 5' A. A. P. Number: 1Iq - ki GENER-AL: Zoning requirements — (number of permitted living units). Plans signed by the designer. Proper description of work on the application. Existing violations on the property. Recorded notice of violation. Building permit valuation. LOT PLAN: Complete parcel size and dimensions. Setbacks, side yard, easements. etc. Other buildings or structures. Grading, fills andior drainage. Flood hazard Special conditions on Parcel Map: Noise ❑ SR_a ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage few ❑ Federal aid Route and/or Federal Aid Secondary Route setback requirement Buildin, or utilities across lot lines (Lot merger approval by Butte County Land Development) FLOOR PLAN: 'f.�,Jlans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear openable arta of 5.7 square feet. The minimum net clear openable height dimension shall be 24". The minimum net clear operable width dimension shall bt; 20". When %vindo%%s are prodded as a means of escape or rescue, they shall have a finished sill height not more than 14" above the flcor (Uniform Building Code section 310.0. Skylights (Uniform Building Code section 2409 & 2603.'). Glazing in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise pumided in this section. Kitchens. halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest proiection from the ailing (Uniform Building Code section 310.6.1 All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFC( in baths. garage, kitchen, wet bar, and exterior receptacles (NEC 210). Water heaters "hich depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom. clothes closets or in a closet or other confined spate opening into a bath or bedroom (Uniform Plumbing Code section 509.0). Fuel buming equipment shall not be installed in a closet, bathroom or a room readily usable as abedroom. or in a room_ compartment or alcove opening directly into any of these (Uniform Mechanical Code seCdon30't-5� Garage firewall separation - required on garage side including supporting walls and posts (UndbtatBM2"nB Code section 302.1 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (U nifor n Building Code section 312.4). Wood stove location - Alcove — Ub1C section 203 confined space & 223 unconfined space dt 30 .2). Smok.- detectors (Uniform Building Code section 310.9.1). Pagel of 2 Water closet clearances (Uniform Plumbing Code 408.5). . Shoa,er compartment minimum 1024 sq. in & 30" circle (Uniform Plumbing Code 412.7). Bearing walls shall be supported on masortry or concrete foundations that shall be of sufficient size to support aU loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced mall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels -must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on anter in both the longitudinal and transverse directions (UBC suction 2320.4.1_) Bra oed wall lines must be continuous throughout the structure. - 2. A California licensed architect or registered engineer must prepare a lateral analysis for the areas of the building that do not comply with the Uniform Building Code. This must include the designer's "wet:" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Clerestory requiring balloon framing and/or engineering. 4 Foundation plans complete enough to construct building (Uniform Building Code Table 184-Q. Floor construction details complete enough to consauct building. Elevations and wall construction details complete enough to construct building. 1 Roof construction details complete enough to construct building. i Fireplace convection details and calculations if necessary. Garage door header size(s). _4007Porclt header size(s). .1-307u_ -pical header size(s). . Stud heights. . Idedped xpansive soil —special foundation design required ing walls requiring design mwallboard nailing inspection required. arra below the lowest floor is fully enclosed, than a minimum of two openings art required with a total ea of at least one square inch for every square foot of area enclosed with the bottom of the openings no than one foot above grade. Alternatively, certification may be prodded by a registered professional eer or architect that the design will allow equalization of hydrostatic flood forces on exterior wallsing must be designed and anchored to prevent floatation, collapse or lateral movement. Construction requirements must be shover on the building plans.ic, heating, ventilation, plumbing and air conditioning equipment and other set�ice facilities shall be ed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. NIISCELLAATOUS ITEMS: Staimay details — landings, rise and run, head clearance. handrails (Uniform Building Code section 1003). Guardrails (Uniform Building Code section 509).. Brick or stone veneer (Uniform Building Code section 1403). 'or plaster— weep screeds (Uniform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). Foam insulation — protection. 36" halls and stairways (Uniform Building Code section 1004.3.3.2). Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). Attic access and ventilation (Uniform Building Code section 1505). Sound requirements. 12. Energy design compliance and supporting documentation. CDF responsible area requirements. UILDING PERMIT REQUIREMENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprin1jers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing lener. Pace _ of 1. AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 1111101111011011111111110110111101 203—��056351 Recorded D Official I REC FEE 10.00 Refords CONFORM 1,00 County5 I I UME' I CANDACE J. SRUBBf; I Recorder I ROSEMARY DICKSON I Assistant I Karen 03:04PM 20 -'Aug -2003 1 Page -1 of 2 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this. property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Se -e- -e h C/Os 'vc Date 8//9 Ids PROPERTY OWNERS State of California County of On 4 / / 9 /O3 before me, Mayj D.MbYri Al;-- /,g , /. _' f R i cbord i -I. 6" a m personally appeared r, -la r6! L7 j12or1-,S li II "nm y_. lei L'har--f H Vii' //,' q r,? personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. CNotary A L. BLEDSOE-::::: Signature _C� 1�/'�Cr�OGe�®JQ Seal: n #1297451 lic Uty, Califomia Exp. APR 13, 2005 A.P. # 039 9 ORDER NO. BU -182039 LN DESCRIPTION THE LAND REFERRED TO HEREIN IS SITUATED IN THE, STATE OF CALIFORNIA, COUNTY OF BUTTE, AND -IS DESCRIBED AS FOLLOWS: PARCEL I: LOT 1, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "DURHAM VALLEY ESTATES", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON MAY 4, 1989, IN BOOK 116 OF MAPS, AT PAGE(S) 9, 10, 11 AND 12. AP#: 039-540-001-000 PARCEL II: A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS, SUPPORT AND STORM DRAIN OVER, ACROSS AND UNDER DILLON CT. AND G. WARREN DR., AS SHOWN ON THAT CERTAIN MAP ENTITLED, "DURHAM VALLEY ESTATES", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON MAY 4, 1989, IN BOOK 116 OF MAPS, AT PAGE(S) 9, 10, 11 AND 12. EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. PARCEL III• A 10 FOOT STORM DRAIN EASEMENT OVER LOTS 2, 3, 16, 17 AND 18, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "DURHAM VALLEY ESTATES", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON MAY 4, 1989, IN BOOK 116 OF MAPS, AT PAGE(S) 9, 10, 11 AND 12. National Pollutant Discharge Elimination System (NPDES) Phase II & SWPPP Non -Certification for Project # for Butte County Storm Water Permit Compliance By signing below, I, the project architect/engineer of record, indicate that I am aware that a construction project that disturbs more than 1 acre of land requires a Construction Storm Water Permit from the State Water Resources Control Board. L additionally, understand that it is the project owner's/owner's agent's responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP) and a fee of $700.00 to the State Water Resources Control Board to obtain such a permit. I, further, certify that this project will not disturb more than 1 acre of land. I have also reviewed the BestManagement Practices Handbooks, California Storm Water Quality Task Force, Sacramento, CA. I certify that appropriate Mes will be implemented to effectively minimize the negative impacts of this project's construction activities on storm water quality. I acknowledge that it is my obligation to make the project owner and contractor aware that the selected BMPs must be installed, monitored, and maintained to ensure their effectiveness. 14 at any time, site conditions and/or observations by a County official warrant reevaluation and revisions of the chosen BMPs, the appropriate changes will be made without unnecessary delay. I am aware that failure to properly implement and maintain the BMPs necessary to prevent the discharge of pollutants from this project during construction could result in significant penalties and/or delays. Signed: Title: Date: By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs more than 1 acre of land requires a Construction Storm Water Permit from the State Water Resources Control Board and that it is my responsibility to submit a Notice of Intent (N. 0.1.), a Storm Water Pollution Prevention Plan (SWPPP) and a check for $700.00 made payable to the State Water Resources Control Board to obtain such a permit, if my project disturbs more than 1 acre of land. I, further, certify that this project will not disturb more than 1 acre of land. This document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified individuals properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons directly responsible for gathering the information, I certify, to the best of my knowledge and belief; that the information submitted is true, accurate, and complete. Signed: Title: Date: NPDES & SWPPP Non -Compliance Certification Draft Butte County Stormwater Plan INTER -DEPARTMENTAL MEMORANDUM. TO: BUILDING DIVISION, OROVILLE �— FROM: MI , ENVIR. TH, CHICO DATE: RELEASE ENV. HEAL OLD ON BUILDING FINAL FOR: OWNER NAME: l S SEPTIC: WELL: AP#: 0 q—�_ooIADDRESS/LOCATION: %` S� A / �.y,tJ GVmemos/releasehold a _ .. utte coun t L A N D OF NATURAL WEALTH AND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 536-7541 FAX: (530) 536-2140 May 7, 2001 Russel Brines RE: Refund Request PO Lox 178 A.P. #039-540-001 Durham, CA 95938-0178 Dear Sir: "Your request for refund was received by this office. No refund is due, because of the fact that the amount retained for application filing, plan checking and refund processing fees exceeds the amount you paid. You have any questions concerning this matter, please contact this office at (530) 538-7541. Your very truly, I - Alice Mefford Supervisor, Staff Support Services cc: Conroy Construction, 1295 Woodland Ave., Chico, CA 95928 CLAIMANT'S NAME MAILING ADDRESS REFUND CLAIM APPLICATION 9.0 . g o\). 17 S o�a� gsg3 vp " ASSESSOR PARCEL #: 5YO oy / -OC-90 ` RECEIPT NUMBER(S) , Request a refund of fees paid on the above receiptnumber(s) for the following reasons: Do �- Tgo rn— L00%22� rn� d 3 pfgN Viktok 70 `Cfl.,� ►v�4 4 Avg�PQsiv►.w i,%Pr& UA. c.oc4L•e.l r eQ—S aF eehdl r)g , � ho -so Srnue. SOL49 J Please refund any applicable fees in the following categories: (Check those. categories which you wish to have refunded.) _ w (� Building Permit Fees ( - , Sheriff Fees, ,• , ( 1 -----SRA Fees (CDF Fire Planning) (Urban Area Fees Disposition of Plans: PlewMe ze&w/) A-0 ( ) Plans returned to me at counter. ( Please mail plans to me at above address. ( ) Please dispose of plans. SIGNATURE i DATE PLEASE DATE AND SIGN THE ATTACHED COUNTY OF BUTTE GENERAL CLAIM FORM. DO NOT COMPLETE ANY OTHER INFORMATION ON THAT FORM. . I 4 COUNTY OF BUTTE Oroville, California GENERAL CLAIM CLAIMANT: ADDRESS: CITY & STATE: DATE.OF CLAIM: IMPORTANT. SEE INSTRUCTIONS ON REVERSE SIDE SUBMIT•CLA/M TO DEPARTMENT RFCFiviNr- rnnnc na ecetnr-cc DATE DESCRIPTION OF CLAIM IDESCRIBE FULLY TO AVOID DELAY) AMOUNT TOTAL I, the undersigned, declare under penalty of perjury that the services or articles claimed have bee rmed or delivered, and that this claim is true nn as stated. Dated this 0 day of 2001, at GA l& Calif. Si natur f Claimant I, the undersigned, hereby certify that, to the best of my knowledge, the services or articles specified above have been performed or delivered and that t Budget Appropriation ( I or Specific Board Approval ( ) (Check one) for the same. Dated this day of 20___, at Calif. Department Head or Authorized Deputy Dept. Code Exp. Code PAYABLE FROM Dept. Code Exp. Code PAYABLE FROM Dept Code Ex . Code PAYABLE FROM DO NOT WRITE BELOW THIS UNE - AUDITOR'S USE ONLY DEPT. & SUB. PROJ. SUB. OBJ. CLAIM NO. INV. NO. INV. DATE ENCUMB. GROSS AMT. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 1 7 Go4inty Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 00-me. (Rev.12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 019-94-0-001 ZONING BUILDING PERMIT OWNER RUSSEL BRINES TELEPHONE 895-3966 SO, FT. OCC. BUILDING VALUATION 615 C 7995 owNRs hulLI BOAX�178, DURHAM, CA 95938 Y 11 3836 R 207144 coMG�ONROY CONSTRUCTION _ TEHONE 891-1204 660 U 11880 "IRY �100DLAND 5sAVE., CHICO, CA 95928 CONSTRUCTION LENDER Fireplace 2 3,000 LENDER'S MAILING ADDRESS Total Valuation Is 230-019 ARCHMECT OR ENGINEER PEITZ LICENSE NO. C21283 Filing Fee $ 20.00 Permit Fee $ 1098.00 ARCHITECT OR ENGINEERS MAULING ADDRESS 383 RIO LINDO AVE. Plan Checking Fee $ 713-70 BUILDING ADDRESS 9504 DILLION CT., DURHAM CA 95938 Energy Plan Checking Fee $ 3, $ PERMIT FEE S 1854.70 LOT NO. 1 SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SFR Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap7.00 Solar or heat um water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 15.00 0 TYPE OF WORK New i Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW 3 BEDROOM RESIDENCE Gas piping system 1 - 5 outlets 15.00.18.00 Building sewer 15.00 15.00 Mobile Home ISI G W @20.00 PERMIT FEE S 209.00 ELECTRICAL PERMIT Filing Fee 20.00 UE Main Service p A OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is ' ull force and effect.POWER License Class Lic. No. l ®o� ()�J IF OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ [,as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO I000A 46.00 NEW CONST. DWELLING OCC P. OR ADONS. ( Q ACC. BUDS. s0 3.50FT: 57.33 NEW CONS MULTI -OUTLET @7.50, APPARATUS 8 SINGLE OUTLEr CIR. Ex. OCCUP. OUTLET OR FIXTURES 20 O 1.00 s„L @ ,50� Ex. Occup. otni�is RESIAPPD.OEA 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 233.33 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forth I comply ft7e provisions. X Date / Si re of App icant - ❑ Owner ❑ Contractor XAgent An OSHA permit is required for excavations over 60" deep end demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling 2 25.00 50.00 Hood 6.50 6.50 Ventilation 4 4.50 27.00 PERMIT FEt $ 133.50 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 occ CONST. TYPE TOTAL FEE $ 2,476.53 HAZ. 9: FEES IMP FLOOD _ CDF PARC PD SSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON I the applicable provisions Resolutions to do work been paid. Date Date ReceiptNo. GP 723 2 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INS CTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • OFoville, California 95965 • Telephone (530) 538-754 y(� p"�n� Nc 2,16) APPLICATION AND PERMIT %"-ESSON PARCEL NUMBER �2 q (� o. ZONING 5 BUILDING PERMIT -OWNER ^—/---✓----- ' SO. FT. OCC. BUILDING VALUATION - — NEWS NO ADDRESS r Oo� 7 r awL :ONT CTD R'S NAME TELEPHONE N ,} CLt -� CONTRACTOR'S MAIUNo APDRESS, ^ C `- 7� s -S C4, ooOl. � SJ '� , v� 7 - D a CONSTRUCTION LENDER SO_OO Fireplace 3000 '.ENOER'S MAIUNG ADDRESS Total Valuation $ AACM OR NEER e t"c' LICENSE NO. .2 I L� ling Fee930015-00 $ 20.00 Permit Fee $ , ARCHITECT OR ENGINEER'S MAJU 00 ADDRESS � F ` L t rd pD Plan Checking Fee S LDING ADDRESS t C A Energy Plan Checking Fee $ 11- 61570y ` 01 Ohl C &)(z kih a _ PERMIT FEE _ ,20.00 LOT NO. / SUBONS ION'S WW- i #0 PARCEL MAP PLUMBING PERMIT Fling Feel Each Trap Pa 7.00 2% USEOFSTRUCTURE Solar or heat pump water heater 23.00 SF'A Duplex ❑ .Mobilehome ❑ Other Water piping15.00 SPECIFY Each gas water heater or vent 15.00 TYPE OF WORK Gas piping system 1 - 5 outlets 15.00 ( �� New '�Z Addition ❑ Remodel ❑ Utilities ❑(Installation ❑ Other ❑ Building sewer 15.00 rj 1� Mobile Home S G W Qa 20.00 Describe Work: y 2` 17'L�� F_0-1, tV PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 _ Main Service 800.VoA mss 23.00 _. Main Service zow To IOOOA 46.00 NEw CONST G`9 (� ,n OWF111NG DCS. SO OR ADONS. 8 ACC. BIDS. 3.5¢SO V NEWONS . MULTI.OUTL.ET NON-RESID. L@7.501 PS0INA1 F APPARATUTLETUS I a OaR Ex. Occup OUTLET OR FOMFIES BAL. 4 I.so Ex. Occup. 0u,E''(aES�io.�Ew 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 ` Misc. Wiring 23.00 PERMIT FEE _ L 33. 53 MECHANICAL PERMIT Fling Fee 20.00 Heating Y 0. Cooling SO Hood 6.50 Ventilation PERMIT FEI= S i Mobile Home Installation Fee $ Energy Inspection Fee S DDD CONST. TYPE T AL FEESI _ , FEES IMP FLDOO COf ARC PO HO I SsuE This permit is hereby issued under the a icable provisions I of the Butte County Code and/or Resolutions to do work 9� 79 . �� indicated above for which fees have been paid. By oats _ PERMIT EXPIRES ON (Data) ' COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE p— OWNER i��.SSFZL �RI -,J A.P.# PROPOSED BUILDING USE ��� /S e- -S�2 DATE �— �' 2 D C"9 RECEIPT $ DATE REC �1. UII,DING PERMIT FEES --- alance Due ................ $ -- Additional Fees Due ........... $ 1701-03 -- Additional Fees Due :.......... $ -- Revised Plan Checking Fee ....... $ 2. CHOOL DISTRICT FEES UQ mee, (paid at District Office) /k r'/ �f-lj e,���/i•�-c;i% Qes SHERIFF FEES (paid at Building Division) bD idential ........ �_ x$360.00=$1 Units Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x : = $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. Amt. RECTION DISTRICT FEES (paid at D}'strict Office) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. C APPLICANT DATE Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant . 3rd Copy - Owner (Rev. 2/97) .� ..���,�F„R'r, �'� n��.tcs��-+� � � ♦ �f++� 11ti'+�^'r `rr;i(,—..�- ;* q^.., _ .s•�._. r.qF �• r COUNTY OF BUTTE! DEPARTMENTlOF"D VELOPMENT SERVICES - BUILDING DIVISION - 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 ' l ,7. PE"IT APPLICATION ATA SHEET OWNER: GS• ASSESSOR PARCEL NUMBER: Proposed Building Use: Afej 5/$, Building Inspector: _ Date: 2 At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- E12. Plot 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ El 3. CorhVI fe plans, 3/4 sets, signed by the preparer of plans. ,.— _ =------------------------------------------ ❑4. Engineered plans, 3/4 sets, with wet signature on plans. Alarm be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan ew) No faxes! ------------------ 116. ----------------- ❑6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- El 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ 8. H"lus Material Form. ---------------------- { Ivfian ctured Home data and installation instructions including Tie Down Specifications ------------------- —r Feesof $'=---------7�=-------------------------------------------------------- ,— pac fees as shown on the attached schedule. ----------------------------------------------------------------- ❑ 12. Ca ornia Department of Forestry plan approval/fees. -----------------------------------------------------=--- ❑3. Flood elevation certificate. ---------------------------------------------------------------------------------------- anitation and plot plan approval Afle o Health Department. ------------------------------------------- ('p —� Oj ❑ 15. City of Chico plumbing permit.----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ----------------------------------------------< LEl17. Planning approval for (A) Use: (B) Parking: -------------------------- 8. Contact Land Development about Ef Improvements, ❑ Drainage, Legal Parcel. ----------------------- Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- 420. Pre, ection for required Request to Building Inspector on (Date) 1. C&alpdctor's license information. (Number, Name Style, Classification). ------------------------------------ 22 Workers' Compensation carrier and policy number. ----------------------------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner EI) - -------------------------------------- 0 24. -Letter of signature authorization. -------------------------------------------------------------------------------- Recorded copy of Agricultural Acknowledgment Statement. ------------------------------------------------- t ❑ 26. Letter of intent on building use. ------------------------------------------------------ ---------------------------- 027. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑ 28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- 030. -------------- ❑30. Other: ------- Whedyou issue the elnm, process as follows 11 Mail to owner, ❑Mail to contractor. Klephone g �� 1Z 0 and hold for pickup at C �� a o ce. ❑ De ver with inspector. S')'-i'zuGT v/cis/ 5�/�ao /�/ Applic Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: i Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: jo, W-P4au_Che9Q List 2. Additional items , Contactor, design , own as advised of the above required data by one, ❑ mail, ❑ Building Division count , by& Dates- / o o0 ontracwner, was advised of the above required data by ❑ phone, Wanail, ❑ Building Division counter, by Date: Contracto esi owner, was advised of the above required data by*hone, ❑ mail, ❑ Building Division counter, by Date: j'.-St—q� Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans revie% e64, y: Date: Plans approved by: Date: 6-11F_ 06 — 7 Sets of plans on hold in,A(plan Cabinet, ❑ A.P. folder. Note transfer by: Date: f`.,..., _ Tl-+.... 1 ,.F L........,._. c,._.:___ "_AJ'_- -'--- TO: Bu" g Department FROM:' Environmental Health SU CT: Sanitation Clearance E.H�USE ONLY Plot Plan Attached--- (�� --- Floor Phan Attached Sant to B.D. L'7-. 5*- 4 / Owner Location AP# Plan Approved for: Sewage Disposal _� Water Supply: Public r/ Private Well Clearance for dwelling. Other Hold final ori_-�u�� Final clearance O.K. for: NOTE: �all 3 4 Environmental Health Specialist Date 8/96 May 8, 2000 Conroy Construction 1295 Woodland Avenue Chico, CA. 95928 �r Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Russell Brines Assessor Parcel Number: 039-540-001 Building Permit Number: 00-0928 This office reviewed building plans for the permit application referenced above. The plan examiner's comments are listed in PART - I below. Please respond in writing to each comment in PART - I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification, or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the re -check and approval of this project. PART — I Provide additional information and/or make revisions to plans, specifications and calculations as follows: The 3.50" x 13.25" x 17.5'#2 master bedroom ceiling beam required in the structural calculations does not appear to be shown on the building plans. \ Indicate garage door header size. Brick veneer does not appear to be supported by a noncombustible foundation as required by Uniform Building Code section 1403.6.2. /Review of the building plans by the Butte County Building Division engineer has not been completed at this time. Any additional comments from the engineer will be addresses in separate correspondence. Plan review will continue upon receipt of the above items. Additional comments may be generated from your response above where plan documents were incomplete, inconsistent, or not adequate to depict code compliance. 1 of 2 PART - II The items identified below must be submitted prior to permit issuance. These items were noted at time of permit application on the PERMIT APPLICATION DATA SHEET. Pay Balance of Building Permit fees in the amount of $1,703.03. 2.Pay impact fees: gComplete and return the Durham Area Recreation and Park form. .2Complete and return the Butte County School Impact fee certification form. Sheriff fees = $360.00. tation and plot plan approval is required from the Butte County Environmental Health Department. 4. Obtain Encroachment Permit for Driveway from Butte County Public Works Department. Complete Contractors insurance declarations on building permit. 6. Submit a Recorded copy of your Agricultural Acknowledgement Statement. If you wish to discuss any requirements in PART - I, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. The attached checklist must accompany corrected items. Sincerely, Glenn Gibbons Plans Examiner C. C. Gregory A. Peitz Yx. r 2 of 2 CHICO ENV. HEALTH ❑ APPROVED Permit #: Genera/Information Owners Name: _ Owners Address: _ Building Site Address: EHS� DITIONALLY APPROVED PEMffff , E OA�UNCE MAY 0 3 2000 BUTTE COUNTY PLANNING DIVISION r� Septic/ ell , U , � ❑ RESOLVE PROBLEMS PRIOR TO APPROVAL Date: �// /r AP#: n3y _S 0 Parcel Acreage: 1 , Lj z� A (9 BokC Ion haft', 950 y 1)/iso„ n,,` 8m elt17formation Permit Type: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home ❑ SFD ❑ Residential Accessory ❑ 2nd Dwelling ❑ Multi -Family >2 units per parcel 9 Septic ❑ Well ❑ Other Zone District: /�" Date of Zoning Ordinance: General Plan: A P, Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement j§ No ❑ Yes, check use Minimum Acreage: Nitrate Action Plan IS No ❑ Yes Violation Area No ❑ Yes 2 -2-"; - 92 Specific Plan ❑ No M Yes ❑ Chico R D2N ❑ Cohasset ® No ❑ Yes, check use Enterprise Zone Floodplain 4RNo ❑ Yes Zone: 1/1 I Panel Number: 05S "LO C_ Watershed Protection Zone No ❑ Yes Proposed Use Complies With: ig General Plan Zoning Proposed Use Reouires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Accessory Building Use Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown Landscaping: ❑ Landscaping Requirements are OK as Shown Road and Drainage Improvements Required: ❑ No ❑ Yes Aoolicable Setbacks: ❑ Other ❑ Other Zoning Code Street & Hi hwa s Fire Prevention Subdivision Man f Front '2_0 w Side r Side street L -!V iS 01 Rear O lHeiqht Environmental Health Issues: Septic Permit Review: Agriculture Affidavit Required ❑ No ❑ Yes Well Permit Review: Designated Well Site ❑ No ❑ Yes Land Development Review: Drainage Plan (Com/Ind/Multi) ❑ No ❑ Yes Parcel Created bv: ❑ Deeds Date of Creation: Legal Access Provided: Deed Reference: Legal Access Required: Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: ❑ No ❑ Yes ❑ No ❑ Yes VA ® Map Date of Recording: �— L4 — 6 (� Lot: 1 Block: Book: y� Page: ) I Z Conditions That Must be Met Prior to Issuance of Permit: ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Creation Deed ❑ Comply with condition noof conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for application). ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). ❑ Construct road to ❑ Meet parcel size required by zone ❑ Meet current EHD requirements. ❑ Other General Comments: I't':4I.CG L. 14 F:4's SIE 1 G3FJ(�-1 e RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY Owner: kV S.S�t c l3(Z� 1/1�S Building Permit Number: Plans Examiner: A. P. Number: (1 3 9 — GENERAL: ),e' -Zoning requirements — (number of.permitted living units). Building permit valuation. rT Plans signed by the designer. A'- Proper description of work on the application. _ Existing violations on the property. Recorded notice of violation. PLOT PLAN: iK,-Complete parcel size and dimensions. ' Setbacks, side yard, easements, etc. ,el!Other buildings or structures. Grading, fills and/or drainage. Flood hazard. Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage fees) FAS road setback. Building or utilities across lot lines (record form). FPOOR PLAN: Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). ,21" Egress windows (Uniform Building Code section 310.4). Z Skylights (Uniform Building Code section 2409 & 2603.7). Z., Glazing in Hazardous locations (Uniform Building Code section 2406). .� Required room sizes and ceiling heights (Uniform Building Code section 310.6). GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). Prohibited locations of gas water heaters (Uniform Plumbing Code 509& 1213.5). Prohibited locations of gas heating equipment (Uniform Mechanical Code 304.5). Garage firewall separation - recyuired on garage side including supporting walls and posts (Uniform Building Code section 302.4 exception #3). 41-f. Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). Smoke detectors (Uniform Building Code section 310.9.1). .Y3. Water closet clearances (Uniform Plumbing Code 408.5). 14. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 STRUCTURAL DETAILS: �Y Conventional construction — Unusually shaped buildings (Uniform Building Code section 2320.5.4). Standard bracing or engineered design (Uniform Building Code sedtion 2320.11.3). A�' Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. �$ Roof construction details complete enough to construct building. MsT q; q Ch � .91 Rafter ties or bearing ridge beam. 1.0' Fireplace construction details and calculations if necessary. 10 Garage door header size(s). Porch header size(s). Stud heights. l.' Expansive soil — special foundation design required. 16*' Retaining walls requiring design. 1,' Special Inspection requirements. 1 1. Header sizes. ]Gypsum wallboard nailing inspection required. MISCELLANEOUS ITEMS: Stairway details — landings, rise and run, head clearance, handrails (Uniform Building Code section 1006). Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). Exterior plaster — weep screeds (Uniform Building Code section 2506.5). 0. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). Roof covering type — (fire hazard). J% Foam insulation — protection. 36" halls and stairways (Uniform Building Code section 1004.3.3.2). sf Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). kts. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 1� Attic access and ventilation (Uniform Building Code section 1505). 1f Combustion air for fuel burning appliances — LPG requirements. K Sound requirements. 1oir Energy design compliance and supporting documentation. k� Flashing at all exterior openings. CDF responsible area requirements. �l Building Permit requirements: V? 1. SRA. 1e2. Flood elevation certificate. 1471. Fire Sprinklers required. 1,714. Special Inspection requirements. Use Permit conditions. Sub -Standard Housing letter. • `Page 2 of 2 • V r Hv -5 no -Lan-, 7 -I -11 17N6 a IA V 1 `l� �'2 d W ' cj-J H71� ao3 0 : � -9CI IC7-� �l W00063q aid 100. OaQ • 640 V -JY A4 port at peak. quarter points. ® gloves when handling and safety glasses when ®�® Levante Banding and truss plates have sharp edges. Wear Levante de cutting banding. del pico los IDS cuartos trusses de de tramo los __Cn� Empaques y placers de metal tienen bordes m 20 pies o I Trusses up to 20' -► trusses de 30 f Trusses up to 30' i afilados. Use guantes y Ientes protectores cuando menos. Trusses hasta 20 pies pies o menos. I Trusses hasta 30 pies corte los empaques. HOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDIVIDUALES HANDLING - MAN E70 Hold each truss in position with the erection equipment until top chord temporary lateral restraint rs installed and the truss is fastened to the bearing points. w ,,,.�a i�•e�i r.e..a:.... —cane i� ere..:,:., i�•e�i _ ... _ _ _. Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo maF-11 AW -1 0 11 1' 1 1 :' 1 Up to 30' 10' o.c. max. Hasta 30 les GENERAL NOTES NOTAS GENE RALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES 8 pies m3ximo Trusses are not marked in any way to identify Los trusses no estan marcados' de ning6n modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES LA REsTRICCI6N Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 60' to 80'* • • the frequency or location of temporary lateral identjfique la frecuencia o localizad6n de restricd6n lateral restraint and diagonal bracing. Follow the arriostre diagonal tempolales. Use las recomendadones g g. Q Warning! Don't overload the crane. iAdvertencia! IND la t 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 r Refer to BCSI-B7 Diagonal Bracing 10' or 15'• Summary Sheet Repeat Diagonal Bracing • y recommendations for handling, installing and - _ - de manejo, instaladlin, restricd6n y arriostre temporal de sobrecarga gr6a Never use banding alone to I(R a bundle. - 9 LJ trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing below). 5) Install member diagonal bracing to stabilize the first five trusses bracing - Temporary & Per- ��� every 15 truss spaces (30') temporary restraining and bracing of trusses. los trusses. Veer el folleto BCSI Guia de Buena PTA ^ Guide Good for de los Do not lift a group of individually banded bundles. - (see web plane ) )temporary g g ( )- zZ (see below). 6 Install bottom chord lateral restraint and diagonal biotin see below).- '- . manent Restraint/. Refer to BCSI to Practice Data el Manejo. Instalaci6n. Restritxi6n v Arriostre Handling. Installing. Restraining & Bracino of Trusses de Madera Conectados run Placas de Metal para Nunca use s6lo IDS empaques para levantar un paquete. 1 7) Repeat process on groups of four trusses until all trusses are set. gracing for Parallel Chord Trusses for Metal Plate Connected Wood Trusses for more informad6n mos detallada. No levante un grupo de empaques individuales. t,. �`� � 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente al arriostre de more information. detailed information. Los dibujos de disefio de los trusses pueden especificar las A single lift point may be used for bundles tierra. 3) Instale los pr6ximos cuatro trusses con restricci6n lateral temporal de miembro corto Vea el resumen Truss Design Drawings may specify locations of localizaciones de restriccilin lateral permanente o refuerzo with trusses up to 45'. (vea abajo). 4) Instale el arriostre diagonal de fa cuerda superior (vea abajo). 5) Instale arriostreBCSI-B7 - Restric-Apply Diagonal Brace to permanent lateral restraint or reinforcement for en los miembros individuates del truss. Vea la hoja Two lift points may be used for bundles with diagonal para los pianos de los miembros secundarios para astable los primeros cinco trusses vertical webs at end of cidn y Arriostre I r members. Refer I-83 - Restr cddn/Arriostre Permanente de individual -truss a bens.to the BCSI-83 cacumen BCS t trusses up to 60'. Q Warning. Da not over load supporting (vea abajo). 6) [nstale la restriaidn lateral temporal y arriostre diagonal para la cuerda Inferior cantilever and at bearing All Lateral Restraints e 9 TemOoral Summary Sheet -Permanent Res[raint/82cinD Cuerdas y Miembros Secundarios para mos informad6n. Use at least 3 lift points for bundles with structure with truss bundle. (vea abajo). 7) Repita este procedimien[o en grupos de cuatro trusses hecto qua [paps los trusses v locations. lapped at Least two trusses. Permanente de of Chords & Web Members for more information. EI recto de los disenos de arriostres permanentes son la All other permanent bracing design is the responsabilidad del Disenador del Edificio. trusses greater than 60'. t iAdvertencia No sobrecargue la estructura esten ins[alados. Trusses de Cuerdas 'Top chord Temporary Lateral Restraint spacing shall be responsibility of the Building Designer. Puede usar un solo lugar de levantar para apoyada con el paquete de trusses. Q Refer to BCSI-B2 Summary Sheet - Truss Installation & Temporary Restra'nt/Bracino for more paralelas para m6s 10' o.c. max. for 3x2 chords and 15' o.c. for 4x2 chords. paquetes de trusses hasta 45 pies. Place truss bundles in stable position. information. informaci6n. sequences of ice ro er ra ing ,erect- s, ® The con improper g ing, Installing, restraining and biotin can result 9 9 9 9 Puede user dos p puntos de levantar a2 Puse a paquetes rues de 60 pies. paquetes de trusses en una posicibn Vea el res6men BCSI-82 - Instalaci6n de Trusses v Arriostre Temporal a2 mayor P Y INSTALLING I NSTALACIO N )f in a collapse of the structure, or worse, serious � p P astable. Use poi to menos fres untos de levantar ora informaci6n. Out of Plane' personal injury or death. P I ry -�- paquetes mos de 60 pies. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES Tolerances for Out -of -Plane. Out of Plumb. Max. Truss , EI resultado de un manejo, levantamiento, ��� r� X.. , INSTALLATION OF SINGLE TRUSSES BY HAND EL RESTRICCI6N/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. 2 I J Tolerancias para Fuera-de-Plano. Bow Length instalaci6n, restricci6n arrisotre incorrecto puede z INSTALACION POR LA MANO DE TRUSSES INDIVIDUALES Q This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Max Be.D/SO D (ft.) r Length —► 3/4" 12.5' ser la ca(da de la estrudura o a6n eon, herios o P . x4; Este metodo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelasr���r-...... t/a^ r muertos. \ Trusses 20' - " - Trusses 30' or I , 3x2 y 4x2. Len th �.. 7/8" 14.6' " Max. Be. e 112^ 2 or less, sup -r less, support at PPo t 1 TOP CHORD — CUERDA SUPERIOR ) Max. Bow1" 16.7' port at peak. quarter points. ® gloves when handling and safety glasses when ®�® Levante Banding and truss plates have sharp edges. Wear Levante de cutting banding. del pico los IDS cuartos trusses de de tramo los __Cn� Empaques y placers de metal tienen bordes m 20 pies o I Trusses up to 20' -► trusses de 30 f Trusses up to 30' i afilados. Use guantes y Ientes protectores cuando menos. Trusses hasta 20 pies pies o menos. I Trusses hasta 30 pies corte los empaques. HOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDIVIDUALES HANDLING - MAN E70 Hold each truss in position with the erection equipment until top chord temporary lateral restraint rs installed and the truss is fastened to the bearing points. w ,,,.�a i�•e�i r.e..a:.... —cane i� ere..:,:., i�•e�i _ ... _ _ _. Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 les 10 pies m3ximo 30' to 45' 8' o.c. max. 30 a 45 ies 8 pies m3ximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies mbximo 60' to 80'* 4' o.c. max. 60 A 80 pies" 4 pies mbximo f p 3/4" 3' F— Length ► L 1-1/8" 18.8' 0 1" 4' S ; 1-1/4" 20.8' d I Plumb 1-114" 5' ' QTolerances for or" bob 1.1/2" 6' 1-3/8" 22.9' Out -of -Plumb. I1-314" 7' 1-1/2" 25.0' Tolerancias para D/5o max - ' 2" Z8' 1-3/4" 29.2' Fuera-de-Plomada. 2" 233.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION _ .:. cu_eQ '- --- - __ — "" I _ " ­­__ 1. "" .—l- " - -_1 "" . ""' " "" '" *Consult a Professional Engineer for trusses longer than 60'. � / © Do not proceed with construction until all lateral restraint and 0 Use special care in Utilice cuidado cuerda superior este instalado y el truss este asegurado en los soportes. 'Consulte a un ingeniero para trusses de mos de 60 pies. bracing is securely and properly in place. windy weather or especial en dies near power lines ventosos o cerca de Q Warning! Using a single pick -point at the peak See BCSI-B2 for TCTLR options. No proceda con la construcci6n hasta que todas las restric- and airports. cables electrcos o de t can damage the truss. P P Vea el BCSI-B2 para las opciones de TCTLR. clones laterales y los arriostres estzn colocados en forma aeropuertos. apropiada y Segura. iAdvertencia! EI use de un solo lugar para t Refer to BCSI-63 Sum- levantar en el pito puede hater dano al truss. ma Sheet -Permanent Do not exceed maximum stack heights. Refer to BCSI-B4 Restraint/Bracing of Chords Summary Sheet - Construction LoadinD for more information. Spreader bar &Web Members for Gable End Frame res traint/bracing/ No exceda las maximas alturas recomendadas. Vea el res6men (Or trus$ reinforcement information. BCSI-B4 Carga de Construcci6n para mayor informad6n. HOISTING RECOMMENDATIONS FOR SINGLE f '6 Maximum Stack Height ,N^j ,for Material on Tri Isis;,J,? , Material Height Gypsum Board 12" Plywood or OSB 16" phalt Shingles 2 bundles ncrete Block k 8" y Tile 3-4 tiles high TRUSSES 60' or less Par m ormacr n sobre restricci6n/arriostre/refuerzo 21 Repeat diagonal ®The contractor is responsible for properly RECOMENDACIONES PARA LEVANTAR TRUSSES IJ receiving, unloading and storing the trusses O INDMDUALES el resumen BCSI-831 Be -ea braces r each set of at the jobsite. y stricci6n/Arriostre Ground bracing not shown for clarity. Repita los arrisotres Do not overload small groups or single trusses. Approx. 1/2 r coir, cle ca tiene al aces cab ecu de Use proper rigs Use equipo apropiado truss len to Permanente de Cuerdas v Te line 9 diagonales para sada No sobrecargue pequenos grupos o trusses individuates. recibir, descargar y almacenar adecuada- ging and hoisting pare levantar e 9 TRUSSES UP TO 30' Miembros Secundarios. � grupo de 4 trusses. Never stack materials near aeek. mente los trusses en la obra. equipment. improviser. granger bar TRUSSES HASTA 30 PIES 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS P Nunca amon[one material cera del pito. -. - Toe-in� -in-in Attach Toe .�;'� ; " � ..::r,�.'�•,.,-.: Locate Spreader bar 10' O.C. Place loads over as many trusses as possible. Spreader tier 1/2 to above or sbffbadc max. iagonal Coloque las cargas sobre tantos trusses tomo sea posible. ��..�.�: :{".'-'•"' � ` ' ../ � ' - � mid -height LATERAL RESTRAINT eracin Position loads over load bearing walls. \ L 7/3 Coss length Tegline Web Members TRUSSES UP TO 60 & DIAGONAL BRACING Coloque las cargos sobre las parades soportantes. TRUSSES HASTA 60 PIES Truss bracing not ' ARE VERY IMPORTANT ALTERATIONS — ALTE RACION ES - snown lar treaty. C '�•+�„• � k w�+, ', ? �t Spreader bar 2/3 to 3/4 truss length -- iLA RESTRICCION Q Refer to BCSI-B5 Summary Sheet - Truss Damagons e. 3obsite Modificati&Installation Errors. ` - Tegline If trusses are to be stored horizontally, place - 4;;_ TRUSSES UP TO AND OVER 60' LATERAL Y EL Vea el res6men BCSI-BS Danos de trusses. Modifiraciones en la Obra y Errores de Instalaci6n. blocking of sufficient height beneath the TRUSSES HASTA Y SOBRE 60 PIES ARRIOSTRE stack of trusses at 8' to 10' on center. \ Do not cut, alter, or drill any structural member of a truss unless riln Do not store No almacene DIAGONAL specifically permitted by the Truss Design Drawing. For trusses stored for more than one week, unbraced bundles verticalmente los TEMPORARY RESTRAINT & BRACING Bottom Chords cover bundles to prevent moisture gain but upright. trusses sueltos. RESTRICCION Y ARRIOSTRE TEMPORAL SON MUY No torte, opera o que ese n spec miembro permitural n los allow for ventilation. — IMPORTANTES! Diagonal Braces every 10 trusses, a menos que este especificamente permitido en el dibujo Refer to BCSI-B2 Summary Sheet - Truss truss spaces (20' max.) del diseno del truss. Refer to BCSI Guide to Good Practice for ®Installation &Tempora Restraint/Bracing for Top Chord Temporary Handlin Installing. Restraining & Bracing —� 10'-15' max. Same spacing as Trusses that have been overloaded during construction or altered without the Truss Manufacturer's L g• g Lateral Restraint Qi 9 of Metal Plate Connected Wood Trusses more information. (TCTLR) bottom chord Lateral Restraint Some chord and web members prior approval may render the Truss Manufacturer's limited warranty null and void. for more detailed Information pertaining to Vea el resumen BCSI B2 - Restricci6n/ 2x4 min. not shown for clarity. Trusses que se hon sobrecargado durante la consWccibn o hon ciao alterados sin Una autorizaci6n handling and jobsite storage of trusses. Ardostre Temporal y Instalaci6n de los 3) BOTTOM CHORD — CUERDA INFERIOR previa del Fabricante de Trusses, pueden reducir o eliminar la gardnda del Fabricante de Trusses. 1L0para mos informaci6n. �ir•c*`t''da:Tf Locate ground braces for first truss directly in Lateral Restraints - 2x4x12' Dr NOTE: The Truss Manufacturer and Truss Designer rely on the presumption that the Contractor and crane operator (if applicable) are SI los trusses estardn guardados horizon- -� ^ _ Q professlonars with the capability to undertake the work they have agreed to do on any given project. If the Contractor believes it needs talmente,oq on a bl ueando de altura s-� line with all rows of top chord temporary let- greater lapped over two trusses. assistance in same aspect of the mrstnxUon project, it should seek assistance from a competent party. The methods and procedures P g eral restraint (see table in the next column). -90' outlined in this document are Intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. SUflClente detras de la pita de los trusses. These recommendations for handling, installing, restraining and bmdng busses are based upon the collective experience of leading Do not store on No almacene en Coloque los arriostres de tierra pat el primer Bottom personnel Involved with suss design, manufacture and Installation, but must, due to the nature of responsibilities Involved, be presented Pare trusses uardados or m6s de una uneven round. tierra desi ual. truss directamente en linea run sada una de Brace first truss only as a GUIDE for use by a qualified Building Designer or Coling, Ins ll Is not Intended that theserecommendationsibe Interpreted has e 9 P 9 9 eh0rd5 superior to the Building Designeh design specification for handling, installing, restraining and bracing trusses and I[ does rq[ preclude the semana, cubra los paquetes para prevenir ? - las filas de restricci6n lateral temporal de la 4 securely before use of other equivalent methods for restrainig/bradng and providing stability for the walls, columns, floors, roofs and all the Interrelated aumento de humedad pero permita venti-p cuerdstructurala superior (vea la table en la pr6xima erection of additional structural building components as determinedctor. by the ContraThus, WTCA and TPI expressly disclaim any responsibility for damages Iae16n. + -,�'?! columna). trusses arising from the use, application, or reliance on the recommendations and information contained herein. 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P� oe-m Ji 3 iW V �_ - 1 �, MTZ DQ t-lDr-ii.�i�L t 2" pt.P^CGC�I M 1#lo T - 5'IZ" 141 ' + _ �i-1AL.l� Tu `t 3 Ai 6 '; i ' L.tV1w4,room , VA4VS- 1A WD '5/6''TYi'E'7r' AtLGIIfiD i _ i itiANTL "DP MNTL• p1 �TLt t �-� $a�N • wrn`f $32D.Ni' ' J P�1t..,Y •,+ , 'Ij. .� .:. 1�1" f'11tJ At�✓ 'i-iP�i'LL {sASi; 1-` _ - a 20 r' V" i ! l zu pWac3 � 1 o t- 5- i4T •St ' 0 o N;rQMZr �, 0 i_pl GLNG NT +� 4! 0 � nl 92 Ito 10 11 i w i 3 Design & Draflingby Janice Lee;' Suite 4A 315 Wall Street Chico, CA. 95928 Phone/Fate (530) 892-1937 r Design fr Drafting by Janice Lee Suite 4A 315 Wall Street Chico, CA. 95928 Phone[ Fay (530) 892-1937 NOTES: 1.) ALL WINDOWS TO BE PELLA PROLINE SERIES ALUMINUM CLAD WOOD W/ DUAL PANES & SCREENS. ?.) SEE OWNER FOR DOOR HARDWARE 6 EXTR ALUM COLOR. WINDOW & FRENCH DOOR SCHEDULE NO. LOC. SIZE ONTY. R.O.WDTH R.O.HT TYPE 1 OFFICE 4165-2 1 6`10 aa" 5'-5 3a" DBL HUNG , 2 LIVING RM 4165-2 1 6'-10�V, 5'-5 hm DBL HUNG 3 BEDROOM 2 4165-2 1 6'-10 %" 5'-5 :h" DBL HUNG ** 4 BEDROOM 1 4165 1 3'-5 5'-5 V DBL HUNG 5 -- UTILITY 4141 1 31-9 4:` 41-5 W, DBL HUNG 6 MSTR BDRM 2965 1 21-5 4," 51-5 :a" DBL HUNG 7 MSIR BDRM 3765-2 2 6'-2 %" 5'-5 %" DBL HUNG 8 MSTR BDRM 2965 1 2'-5 5'-5 DBL HUNG TEMPERED 9 MSTR BATH 2935 1 2'-5 3'-11 %ff DBL HUNG TEMPERED 10 FAMILY RM 10896 1 9'-0" 8'-0" CLAD CNTMPRY SLDNG DR OXO 11 KITCHEN 5953 1 41-11 '%a" 41-5 3a" FIXED 12 DINING RM 7296 1 6'-0" 8'-0" CLAD CNTMPRY SLDNG DR OX 13 GARAGE 4114 3 31-5 %,'1 1' -2 ;i" FIXED ** RAISE LOWER SASH FOR EGRESS NOTES: 1.) ALL WINDOWS TO BE PELLA PROLINE SERIES ALUMINUM CLAD WOOD W/ DUAL PANES & SCREENS. ?.) SEE OWNER FOR DOOR HARDWARE 6 EXTR ALUM COLOR.