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Plans 08/09/2005 15:27 5036380170 ERIC GAMBEE CONST PAGE 01 te v ,°,ov5 -e?73(o 5 / 5 7a 6C-41Per Ke. 7 Facsimile Cover Sheet ‘. .. 0 To: Val Henzel, 0 4- Sr. Plans Examiner t-G o o� Company: City of Tigard c/ 0 �' o Phone: (503) 718 -2436 0 �. c o � s\o ` ' Fax: (503) 624 -3681 G O e c' efr From: Alice James Company: Eric Gambee Construction, Inc. Phone: (503) 638 -0194 Fax: (503) 638 -0170 Date: 8/9/05 Pages including this cover page: 2 .. RE: Case No. BUP2005 -0d365 Shurgard Storage — King City 4 Val, Thank you for your phone call today. The fire at this facility damag d units in Bldg. "C" only (drawing S1.1) & equals restoration of appr imately 6,200 SF. The exterior walls are still int ct. We will be replacin thie_inter_j _ o fro the oundation slab . There will be 1 -HR fire walls as shown on plan 0.1. 08/09/2005 15:27 5036380170 ERIC GAMBEE CONST PAGE 02 • V� Page 2 0 9 1p05 Val Henzel P� 1‘6 City City of Tigard Sr. Plans Examiner 04,.,°1,1, o`�`s�oN August 9, 2005 0x r The affected units by number are: - 20x10x9 20x20x9 30x10x9 1209 1210 1211 1236 1233 1212 1213 1214 1243 1215 1216 1217 1218 1219 1220 1221 1222 1231 1232 1234 1237 1238 1239 1240 1241 1244 1245 1246 If you need anything further from us to complete your evaluation, won't you please contact us at once or fax any list of questions you have? We will respond immediately. Thanks very much for your help. Best regards, Alice James ' Office Manager • Cio°r' cr • THIS OH6 PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIBNSI SUBMITTED BY TRUSS MFR. (0705166-Job:0705166 /70 40' 4/12 - A) N Top chord 2x4 DF -L #18Bet.(g) :T2, T3 2x4 HF #2: 90 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg, Located' CD Bot chord 2x4 DF -L #18Bet.(g) anywhere in roof, CAT 11, EXP C, wind TC DL -5.0 psf, wind BC DL -5.0 Webs 2x4 HF Std /Stud :W3, W5 2x4 HF #2: psf. • n Connectors in green lumber (g) designed using NDS /TPI reduction (A) Continuous lateral bracing equally spaced on member. factors. i Truss design per IBC sect. 2306.1. 10.00 psf non - concurrent bottom Deflection meets L/240 live and L /180 total load. chord live load applied per ANSI /TPI 1. �. • • • N cY CV . CO Up 0 • E.[7 Co W Id-7 - z O . • CD 0 UD > a� . 0 > z w �o • ♦♦ ♦♦ IL p 5X7= 3X5 Li V O -_ 3X56 • U = 3X5 3X5 a) T3 T2 • 1.5X3. 4 r 4 1.5X30 .44 (A) (A) 1 6-11-15 • W I W5 CO !p; T - 0 - .0 U 5 X7 (A2) a 3X5= 6X10= 3X5= 5X7 (A2) _ T . CD CL. . • O U 7 -2-8 ,J_ 6 -4 -12 I_ 6 -4 -12 6-4-12 -. 6 -4 -12 _ 7 -2 -8 to I 10-4-14 s I - 9-7-2 I 9 -7 -2 - T s 10-4 -14 • Of2 L 20-0 -0 .I_ 20 -0-0 J • IC l 40 Over 2 Supports d • R -1695 U =180 W -5.5° R -1695 1.1=180 W =5.5" CO z PLT TYP. WAVE Design Crit: TPI- 2002(STD) /IBC 7.12.0218.0.m- 0TY:70 OR /- /1 /- / - /- /F Scal = .1875"/Ft. RO ° WRIER TRUSSES REQUIRE REFIE CARL in EANFILATIon. HA MM.. 5111001115. INSTALLIOS AND DRACIlG. ,`{ i TC LL 25.0 PSF REF R7175-.80067 c REF/0 I'• RCSI 1 -'11 IBUIl018G •A1p0ntni SAFEIT InFORxillunl. PUBLISHED PT T01 (TRUSS PLAIF ms111UrE. 54 t � 0'n1PnRI DP.. 51110E 200, IOlPiSIn. HI 511101 APED ',WA :noon TRUSS CORFICIL nE £010164. 610:, En1LRPP.ISr LIT. Y 8 R T C D L 7 .0 PSF DATE 08/01/05 700 R1 11•111,111. 11•111,111. 4 .E 1 51/111 FAR SAEETT PTAr11 PRIM in PE0T RG TNrsr rURCATIns, MESS OTHERWISE INDICATED, UD T tunRD suALL MATE PROPEi AITAIREO sl R11LfoRA1 PANELS ELS MO BOII.IR COUPn SR.SLL XA'lE • PROPERIT .ATTA(RED Au 0 1 1 ° :C DL 10.0 PSF DRW NAUSR7175 05213056 N ..IMPORTANT” FuRNISR A COP, Or THIS DLSIWI TU THE IOST.ILLAI lol CONIRAEIOR. AI PTBE ERGIRELPtO , • 1.7,. 1, 1 ORU II. INC. SNALL IInT PE REeP•1NSIPLE Fnn mill nL'r1AIlon rR ^H MIS 01a1•iN: ART F.IL11RE 1.5 BUILD IRE BC LL 0.0 P W A E NG DT/DT * Imo RP.S IR MRr.RRMSE III IN 1PI: nR EANRIC11185, 11ARDLInG. .X100105. INSTALLING ■ BRACING OF 1PQ55t3. ♦ ' . j ,` 01.51511 cnur•IP1rs Alto APPI ICAOLE !Mo./151.1s or 805 InAITNUL Di.1Gn SPLr• By Arm,, ARO 101 1110107 v -- C] En1111tE1 PIAIES APE UADE •IF 20118 ;6.11 /S;rI LST11 ASS) woe 40 /4O 16. K /II.SI GIT. 5rrn1.. •PPLT TOT. LD. 42.0 PSF. ' I 01.165 IL. (1.1.11 rAIE , F 10055 1OER AnU. UNLESS nNISI LOCATED 00 TRTS 0F515N. POSIT:nR 0 06 84 08461005 110.1•!. J C Any InSPECTISR C./ PLATED F011U: -.I0 DT 111 SHALL PE PEP ARK. Al Or 1P11-,o0P 5EC.3. A SEAL OR THIS Q � DUR . FAC . 1 ; T5 FROM MP Tyrrell Engineering DRAWING 110102115 Ac0EPI•n[E of PROFp51OU BIL AL Enl(n0EPInG RESPORSIIT• .01 FIT POP THE MSS nn � 6 'n POIIRT Q" 0()158 SRO.10. 111E 50112011 ITT ARD USE OF 1x15 URIPONE0T FIR ART 80110IRG 1S Int RLSPORSIOILIIV OP *Pe BUILDING 01515016 PEP 41151 /171 1 SI1. 2. SPACING - 24.0" • • • THIS DUG PREPARED FROM COMPUTER INPUT (LOADS E DIMENSIONS) SUBMITTED BY TRUSS MFR. (0705165-Job:0705166 /70 40' 4/12 - AGE) . Top chord 2x4 DF -L #1 &Bet.(g) :T2, T3 2x4 HF #2: 90 mph wind, 15.00 ft mean hgt. ASCE 7 -98. CLOSED bldg, Located CT) Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT 11. EXP C, wind TC DL -5.0 psf, wind BC DL-5.0 ° Webs 2x4 HF Std /Stud psf. • Q- Connectors in green lumber (g) designed using NDS /TPT reduction See DWGS A10015EC1103, GBLLETIN1103, 8 GBLBRSTC1103 for more factors. requirements. Truss design per IBC sect. 2306.]- 10.00 psf non - concurrent bottom Deflection meets L/240 live and L /180 total load. chord live load applied per ANSI /TPI 1. . • • • CV .cr . CV CO LC) OD OD 0 Et) C5 x 5X5.... li[ . . . 3X5 3X55 - • 4 _, 4 • -maid 111011111 • 6 -11-15 *9-0-0 IL O 3X5 (A1) ••= 5X5= - 3X5 (A1) m a. 0 v rn En Le 20 -0 -0 20 -0 -0 . 40 -0 -0 Over 2 Supports ca R =87 PLF U =9 PLF W= 20 -0 -0 R -82 PLF U =9 PLF W =20 -0 -0 Cr) ca -. Note: All Plates Are 1.5X3 Except As Shown. . PLT TYP. WAVE Design Crit: TPI- 2002(STD) /IBC 7.12.0218.0 OTY:2 OR /- /1 /- / - / -/F Scale = .1875 " /Ft. •NNARNENa TRUSSES REQUIRE !FIRM TART IN IANRIEATIOU- °AMINO. SNIPPING. IRMA. ION ARO DRAUN6. A��� ��.91aO TC LL 25.0 PSF REF R7175 80058 Q .1-.,, 1•l PCSI 1 -o% (DUMDUM Comp./PT MATFIT INFUpNA11041. PURLISNED BT !PI (TRUST PIAIF IR5111U1E. SON "- tv7fY/ = D DP.. 51111( EOD. MADISON. WI 5370) AND wrEA .woos IRPSS OMIT OF AMEBIC\, Aloft ENIFRpPISF IN. �p38 TC DL 7. 0 PSF DATE 08/01 /05 NADISNN. NI 5 1)1 5 ) PM %ACM' PPACTICES PRIM I•, PLPIPNNIN4 INPSP FUNCTIONS. UN3Ess oTN> -ANISE InDICATFP. Ln TOP CNORQ SNAL3 NAVE PNQpFNI I ArTmc 1ED STRUCTURAL . /VETS Amp RPM°. olnpn SNALI mar A PROM, ATTACK° Aug 01 — ;C DL 10.0 PSF DRW wausnTr7s 05211057 • cp •RIMPorrANT". FONISN a COPY Or TNIS PENGI I', Oa InsTanATION DONm :CTTR. Amu. fn CU sINrPPPO I� PRIIQUE.TS. INr, SRA1I OOr DE RESPONAIDLE TPR ANY DEYiATIDD 1RDN INn DTSIGD: ANY FARLURI T BURP IM L F t I 1' ' BC L L 0.0 PSF W A - E N G DT/DT I TRUSS IN CQ UITN TPI: 0.. 1/7711ATING. NANDLIRE. SNIPPING. IRSIALLINB A !TRACING OF 'PUSSES. % DESIGN 6)NS 11in APPLIC IR',151•11.. N1 ,D 5, 5 111 AE) SPr!. AY :Fara, imp if,. ALPLP[ Q / . ' TOT. L D . 42.0 P S F CONECTOR PLATES APE NAM OP P 25 20 /18!116/ ;N.N ;S /r SIA GRAD/ ) A A6S3 GRADE ANA60 1N. r. /N,S) 511Y. sun.. APPLY 1 IN uses TO (AO FATE OF 100555 AUT. 30LE51 L IHDI1111ST IOCaTED ON THIS DESIGN. P11SI)IUf1 ILK DRAN15651691 -E. J Ch AMY IRSPCETION a! PLAITS FOLLR).En NT I I I SMAII Al PEP ANTE) .1 or TPII.23.2 SEC., A SEAL OM TNIS D UR , F A C . 1.15 FROM MP 101 = Tyrrell E3 0E'BrNl8 m6.NDS 1050. 11 Tra AE.PPPIARTE OF PRNPESSIn11Al LN6IRLENI p.T IIITY SULELI !M 'NE um CNMPONTNT EXP. DESIGN SORB, IMF SUIIAR11Y APO USE OT 71115 , :NIIP'9NEKT ART Mimi% IS INf RISPONSIBILITT M TUE ¢- 7011)1116 DISIGNER PER .OISIITPI 1 SEL. A. roe SPACING 24.0" ' CLB WEB BRACE SUBSTITUTION cc T— BRACING THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) OR IS SPECIFIED ON AN ALPINE TRUSS DESIGN BUT AN ALTERNATIVE WEB L— BRACING: BRACING METHOD IS DESIRED. APPLY TO EITHER SIDE OF WEB T -BRACE I , NARROW FACE OR , L -BRACE ATTACH WITH 16d NAILS AT 6" O.C. , cV NOTES: BRACE IS A MINIMUM 807. OF WEB N MEMBER LENGTH ,�, M LC, CLB SHOWN ON SINGLE PLY C SEALED FOR DES( S T- RACING SCAB �, (1 CD BRACING. Aar _ LO ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. M , , FOR MINIMUM ALTERNATIVE BRACING, RE -RUN DESIGN WITH APPROPRIATE i Z BRACING. . x t:_ T- BRACE L- BRACE WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SIZE BRACING T OR I.- BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 I -2X4 2X3 OR 2X4 2 ROWS 2X6 2 -2X4 2X6 1 ROW 2X4 1 -2X6 ` ~~1 • SCAB BRACING: ; 2X6 2 ROWS 2X6. 2- 2X4( *) • • En 2X8 1 ROW 2X6 I -2X8 Z APPLY SCAB(S) TO WIDE FACE OF WEB. LTA 2 X 8 2 ROWS 2X6 2- 2X 6( *) NO MORE THAN (1) SCAB PER FACE. • C. ATTACH WITH 10d OR .128 "x3" GUN SCAB BRACE I NAILS AT 6" O.C. BRACE IS A MINIMUM T- BRACE. L -BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE BOr OF WEB MEMBER LENGTH C) OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON . ENGINEER'S SEALED DESIGN. C/2 I En ( *) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH F-- FACE OF WEB. NM Z m THIS DRAWING REPLACES DRAWING 579.640 CD ...WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND pppp//�R�.. TC LL PSF REF CLB SUBST. BRACING. REFER 70 SCSI 1 -03 [BUILDING COMPONENT SAFETY INFORMATION], PUBLISHED BY TPI (TRUSS r(7[F/ LO OF AMERICA, 6380 ENTERPRISE IN. MADISON. WI 53719/ FOR SAFETY PRACTICES PRIOR PLATE INSTITUTE, 583 D'dWIFRIO DR.. SUITE 200, MADISON, VI. 53719) AND VTCA (WaD TRUSS COUNCIL \ N THE SE ET FU N CCTIO N . UN BOTTI DII C TED. T CHORD SHALL H AV ED P R OP P ERLY LN4 ATTACHED PERFORMING 08/ . Yi 05 t1 6 19038 TC DL PSF DATE 11/26/03 :C DL PSF DRWG BRCLBSUB1103 . ..IMPORTANT.. FURNISH COPY OF THIS DESI TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED I • ALPINE GN PRODUCTS. INC. SHALL NIT BE RESPONSIBLE FOR ANY DEVIATION POOR THIS DESIGN; ANY FAILURE TO j :C LL PSF -ENG MLH /KAR C] BUILD THE TRUSS IN CONFORMANCE WITH TPI; DR FABRICATING, HANDLING, SHIPPING, INSTALLING I BRACING Cr TRUSSES. DESIGN Cl/INFORM VITM APPLICABLE PROVISIONS OF N0S (NATIONAL DESIGN SPEC, � , V , B0 Van) AND TPI. ALPINE CONNECTOR PLATES AEE HAFE EF F0TRUSS AND. .UNLESS OTHERWISE . LOCAT � TOT. LD. PSF 40/60 S D ESIGN GALV STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS IEII DY ISE LOCATED ALPINE ENGINEERED PRODUCTS. INC. BE THIS DESIGN, PETIT P1 PER 2 R A VINGS 160 -Z. ANT INSPECTIIN ( PLATES FOLLOWED HT F SHALL Q � POMPANO BEACH, FLORIDA BE PER A NNE X A3 OF TP] I - 2002 SEC - S EAL IN TNIS DRAWING INDICATES ACCEPTANCE O OUR. FAC. PROFESSIONAL ENGINEERING A RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE OM 6 -3046 SUITABILITY AND USE UT THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING SPACING DESIGNER, PER ANSI /TPI I SEC. 2. Lc) ASCE 7 -98: 100 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I •= 1.00, EXPOSURE C f].. 2X4 BRACE i GABLE VERTICAL NO i (1) 1X4 °L" BRACE • (1) 2X4 1." BRACE • (2) 2X4 'L" BRACE •• (1) 2X6 "L" BRACE • (2) 2X6 "L' BRACE •• SPADING 'SPECIES GRADE BRA IGROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B r 1 T #1 / (/2 4' 2" 7' 3" 7' S" 8' 7" B' 9" 10' 2" 10' 6" 13' 5" 13' 10" 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES: Z 3 6' 9" 6' 9" 8' 7" U SPF STUD 4' 1" 6' 9" 6' 9" 8' 7 8' 7" 10' 2" 10' 2" 13' 5" 13' 5" 14' 0 14' 0 o GROUP A: W HF STANDARD 4' 1 5' 9" 5' 9" 7' 8" 7' 8" 10' 2" 10' 2" 11' 11" 11' 11" 14' 0" 14' 0" SPRUCE PINE HEM r - � #1 4' 7" 7' 3" 7' 9" _ 8' 7 9' 3" 10' 2" 11' 0" 13' 5" 14' 0" 14' 0" 14' 0" R1 gz �s7 I g3 s[D r. SP #2 4' 6" 7' 3" 7' 9" 8' 7" 9' 3 10' 2 11' 0" 13' 5" 14' 0" 14' 0" 14' 0° p3 SFUD p3 STANDARD / 4' 3" 6' 11" 6' 11" 8' 7" 9' 0" .10' 2" 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" DOUGLAS FIR - LARCH SOUTHERN PLNE R < . DFL I STUD 4' 3 6' 10 6' 10" B' 7" 9' 0" 10' 2 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" S 1 STUD N (J ST 4' 2" 5' 11" 5' 11" 7' 10" 7` 10 10' 2 10' 6 12' 2" 12' 2" 14' 0" 14' 0" STANDARD STANDARD ' � r // / /2 4' 10" 8' 3" 8' 6" 9' 9" 10' 1" 11' 8" 12' 0" 14' 0" 14' 0 14' 0" 14' 0" E °d 6 SPF # 3 4' 8 8' 3' 8' 3" . 9' 9" 9' 9" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0 14' 0_ . C ,,. 1 0-+ - H F STU 4' 8" 8' 3" 8' 3" 9' 9" 9' 9" 11' 8" 11' 8" 14' 0" 14' 0 14' 0" 14' O` I GROUP H: M W O 1 11' STANDARD 4' 8" 7' 1" 7 1 9' 4" 9' 4" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0 ' " ' " ' " ' " ' " ' " ' " ' " ' " ' " ' ° 1 L ,7 $1 5' 3 8' 3" 8' 11" 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" 14' 0 14' 0" 14' 0" BTR SP HEM 2 5' 2 8' 3" 11" 9' 9" 10' 7" 11' 8" 12' 7" 14' 14' 0" 14' 0 14' B dl O WC D ry3 4' I1" 8' 3" B' 6" 9' 9" 10' 4" 11' 8" 12' 4" 14' 0" 14' 0" 14' 0" -14' 0" ,_1 • DFL . STUD 4' 11" 8' 3" 8' 5" 9' 9" 10' 4" 11' 8" 12' 4" 14' 0" 14' 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR - LARCH STANDARD 4' 10" 7' 3" 7' 3" 9' 7" 9' 7" 11' 8" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" A2 , R2 L SPF K1 3 #2 5' 2° 9' 1" 9' 1" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" HF STU 5' 2" 9' 1" 9' 1" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" ��/( O STANDARD 5' 2" 8' 2" 8' 2" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0' 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: ✓ti #1 5' 9" 9' 1" 9' 10" 10' 9" 11' 7" 12' 10" 13' 10" 14' 0" 14' 0" 14' 0:' 14' 0 Q SP #2 5' 8" 9' 1" 9' 10 10' 9" 11' 7" 12' 10" 13' 10" 14' 0" 14' 0 14' 0" 14' 0" LIVE LOAD DEFLECTION CRITERIA 19 L/240. (k2 _ #3 5' 5" 9' 1 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0" 14' 0 14' 0" 14' 0" PROVIDE UPLIFT CONNECTIONS FOR eD PIP OVER —. DFL STUD 5 5" 9' 1" 9' 7" 10' 9 11' 4" 12' 10" 13' 6" 14' 0" 14' 0" 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF Tc DEAD LOAD). STANDARD 5 3" 8' 5" 8' 5" 10' 9" 11' 1" 12' 10" 13' 3" 14' 0" 14' 0 14' 0" 14' 0" CABLE END SUPPORTS LOAD FROM 4' o" SYMM OUTLOOKERS WITH 2' 0" OVERHANG, OR 12 C/2 ABOU PLYWOOD OVERHANG. I 0 ATTACH EACH "L" BRACE WITH 104 NAILS. LLI 1I ' OR BE1"IER * FOR (1) "L" BRACE SPACE NABS AT 2" OC. IN 18 END ZONES AND 4" O.C. BETWEEN ZONES. DIAGONAL BRACE OP170N: i Jr NN 0 • FOR (2) "L' BRACES: SPACE NAILS AT 3" O.C. LZI p VERTICAL LENGTH NAY 11E DOUBLED WHEN DIAGONAL a IN IN' END ZONES AND 6" O.C. BETWEEN ZONES. O BRACE IS U9ED. CONNECT I" P.ACING MUST BE A MINIMUM OF BOX OF WEB MEMBER DIACONAL BRACE FOR 4808 � 1 B ER LENGTH. AT EACH END. MAX WEB TOTAL LENGTH TS 14'. GABLE VERTICAL PLATE SIZES CC 2X4 STUD. 83 OR I VERTICAL LENGTH NO SPLICE E— BETTER DIAGONAL VERTICAL LENGTH SHOWN BRACE; SINGLE LESS THAN 4' 0 1 %9 OR 2%9 0 . BUT " G REATER iNAN 4' ° 1N T/1B ABO VE. OR DOUBLE CUT •cC OWN 2%4 1 (AS SH) AT • Y ■ ■i GT E E T S THAN 11' ' 6 UPPER END. • , _■■ ■ ONTINUOUS N ■ _ , G + REFER TO C MMONTRUSS DESIGN FOR ° PEAK. SPLICE. AND HEEL PLATES. •„°„ CONNECT DIAGONAL A T REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. MIDPOINT OF VERTICAL WEB. O ••WARNING.• TRUSSES REGIME EXTREME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING AND REF ASCE7- 98- GAB1001:1 � D0 �1� . BRACING. REFER TO BCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS V� Fn vl°E LIT PLATE INSTITUTE, 583 D'GNDFRIO DR.. SUITE 200, MADISON. 53719) AND VTCA (WOOD TRUSS COUNCIL '` OF AMERICA. 6310 ENTERPRISE LN, MADISON, VI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING O i A cp THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP Dion SHALL HAVE PROPERLY ATTACHED 08 1 IS 15041 7 ' DATE 11/26/03 C) STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ■wY cu A10015ECI103 I ALPINE • aw1MPORTANTwa FURNISH COPT OF THIS DESIGN TO INSTALLATION CGNTRACTCR. ALPINE ENGINEERED PRODUCTS. INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO 20/I PLATES ARE MALE �, - ENG CM BUILD THE TRUSS IN CONFORMANCE VITA TPIU OR FABRICATING, HANDLING. SHIPPING. INSTALLING I _ I BRACING OF TRUSSES. DESIGN CONFIRMS WITH APPLICABLE PROVISIONS GF ABS GAATIUTAL DESIGN SPEC, �' C . BY AFIPAI AND TPI. ALPINE CONNECTER OF B/16GA (V,H /S/K) AST/4 A653 GRADE 7 - MAX, TOT. LD. 60 PSF 40/60 (V.K'H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF T AND, UNLESS OTHERWISE LOCATED '` ' ALPINE ENGINEERED PRODUCTS, INC. T DE SIGN. POSIT PER DRAWING 160A - AN! INSPECTTIN OP PLATES FOLLOWED BY fD SHALL J 2 Q POMPANO BEACH. FLORIDA PROFESSION ENG RESPONSIBILITY SOLELY UB THE TRU CETIPDNENT DESIGN SHOWN. THE EXR 8-30-06 SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING MAX. SPACING 24.0' DESIGNER, PER ANSI/ TPI I SEE. 2. O CID 2X6 'T" GABLE DETAIL — REM EMBER NG GABLE VERTICAL PLATE SIZES 2X4 T" MEMBER ° - A UT © FOR LET -IN VERTICALS VERTICAL LENGTH PLATE IF PLATES REINFORCING BETWEEN CHORDS SIZE OVSRIAP* MEMBER -- LESS THAN 4' 0" 11X4 OR 2X3 250 S r r f '14 I I I I 11 1 I I I I I I 1 1 I 414k111114111k1111 I I I GREATER THAN 4' 0 ". BUT 2X4 2X8 TOENAIL TOENAIL LESS THAN 11' 0" GREATER THAN 11' 6" 2.5X4 2.5 %8 '� ,41 �+ REFER TO ENGINEERED TRUSS DESIGN FOR PEAK. , —� TO CONVERT FROM "L" TO T" REINFORCING MEMBERS, SPLICE. WEB AND HEEL PLATES. © • IF GABLE VERTICAL PLATES OVERLAP. USE A SINGLE PLATE TO SPAN T WEB. MULTIPLY 'F" FACTOR BY LENGTH (BASED ON GABLE CV 7 �� I VERTICAL SPECIES, GRADE AND SPACING) FOR (1) C11 , L GABLE 0 EXAMPLE 2X4 � 2X4 "L° BRACE, GROUP A. FROM THE LC) 3 ' 2X8 APPROPRIATE ALPINE, GABLE DETAIL DETAIL FOR ASCF. OR 03 a I.ENG77i VErm CAL 2 X 4 S13CCl WIND LOAD. 117 TIP. pit .° CT, MAXIMUM ALLOWABLE mi l'" REINFORCED CABLE VERTICAL Cr) LENGTH IS 14' FROM TOP TO BOTTOM CHORD. O LE) WEB LENGTH INCREASE W/ "T" BRACE d i WIND SPEED "f REIN?. AND MRH MAR. SIZE SBCCI ASCE X 110 MPH 2x4 10 % 10 % Lt. O 16 Fr MPH 4D z 5D % I1 0 MPH 2x4 10 % 10 7. • 30 FT 2x6 50 % 50 7. k 1. . 100 MPH 2x4 10 % 10 7. —. 1�1 15 FT 2x6 30 R 50 7. 100 MPH 2x4 10 9. 10 X 30 FT 2x6 40 9. 40 % © © 90 MPH 2x4 20 X l0 R PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON THE ENGINEERED TRUSS DESIGN. 15 FT 20 X 40 X RIGID SHEATHING ATTACH EACH 'F" REINFORCING MEMBER WITH 90 MPH 2x4 10 5 10 5 r r T HAND DRIVEN NAILS: 30 FT 2x6 30 R 60 7. i 4 TOENAILS I L I IOd COMMON TOENAILS AT 4" O.C. PLUS (4) 16d COMMON TOENAILS IN TOP 80 MPH 2x4- 10 % 20 % Z - AND BOTTOM CHORD. 15 FT 2x6 10 % 30 7. Ls] T" _ GUN DRIVEN NAILS - 0.131' X 3 ": 80 MPH 2x4 20 (4) TOENAILS IN TOP A B OTTOM CHORD. 7. 10 30 FT 2x8 20 % 40 Y. CZ) MEMBER TOENAILS AT 4 O.C. PLUS 4 MEER THIS DETAIL TO BE USED WITH THE APPROPRIATE ALPINE GABLE DETAIL FOR ASCE 70 MPH 2x4 0 20 X O OR SBCCI WIND LOAD. 15 FT 2x6 0 % 20 R U GABLE TOENAILS ASCF 7 -93 GRILLE DETAIL DRAWINGS 70 MPH 2x4 ]0 7 . 20 SPACED AT A11015EN0699 A10015ENO6B9. A09015EN0699, A080 15EN0689, A0 30 TT 2x6 1 0 7. �0 % C TRUSS 4" O.C. A11030EN0699. AI0030EN0699, A09030EN0699, A08030EN0699, A07030EN0699 EXAMPLE: ASCE 7 -98 GABLE DETAIL DRAWINGS ASCE WIND SPEED = 100 MP H �„ A13015EC0901. Al2015EC0901. AIIOI5ECO901, A10015ECO901. AOBSISEC0901 MEAN ROOF HEIGHT = 30 1>T A13030EC0901, Al2030EC0001, A1103OEC090I, A10030EC0901. A08530EC09OI GABLE VERTICAL = 24" O.C. SP p SBCCI CABLE DETAIL . DRAWINGS °T" REINFORCING MEMBER SIZE = 2X4 511015EN0699. SIODI5EN0699, S09015EN0699. S08015EN0809, S07015EN0699 "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 LO SI1030EN0699, S1003OENO699, SOB030EN0699, S08030EN0699, 507 7015EN0699 030EN0699 (I) 2X4 "L" BRACE LENGTH = 6' 7" _. 1 1 J ABS 1�1 I ' MAXIMUM 'T" REINFORCED GABLE VERTICAL LENGTH SEE APPROPRIATE ALPINE GABLE DETAIL (ASCE OR SBCCI 1.10 x 8' 7" = 7' 3" ..--. CEILING WIND LOAD) FOR MAXIMUM UNILEINFORCED CABLE VERTICAL LENGTH. Z THIS DRAWING REPLACES DRAWINGS GAB98117 876.719 & HC26294035 "xVARNING". TRUSSES ACQUIRE EXTREME CARE IN FABRICATING. HANDLING. SHIPPING, INSTALLING AND ��p REF LET -IN VERT BRACING REFER TO KS! 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS i s k0 PROycf. I� PLATE INSTITUTE. 533 OTDDIFRID DR. SUITE TOO, MADISON, VI. 53719) MID RICA (WOOD TRUSS COUNCIL �V �a i O DF AMERICA. 6300 ENTERPRISE LN. MADISON, VI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING `� • DATE 11/26/0 O THESE FUNCTION, UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED o ' 1CA B 9 STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 08/0 ./Y DRWG GBLLETIN11D3 N " "IMPORTANT• -. FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED y ALPINE PRODUCTS. INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 1 -ENG DL3 /KAR O BUILD THE TRUSS IN CONFORMANCE VITA TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 1. I BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ABS (NATIONAL DESIGN SPEC, / i 40 60 A0BPN AND TP]. . ALPINE STEEL CONNECTOR PLATES ARE HA FA OF 20 TR A (.UNLESS ASSN 665E GRADE S / S DTS ,57 GAL V. $TEFL APPLT PLATES TO EACH FACE iRUS$ AND. UNLESS OTHERWISE LOCATED MAX TOT. LD. 60 PSF ED �' Q ALPINE ENGINEERED PRODUCTS, INC, ON THIS D E SI (JN, P PER DRAWINGS 5606 -7. A NY INSPECTION OF P -ATES FOLLOWED IT ( ALL PER POMPANO BEACH, FLORID PROFESSIONAL p O ENGINEERING ERING RESPONSIBILITY SOLELY FOR ' THE TRUSS ON SS COMPENT DEESIGN SH SHOWN. THE EMI b". .�" " PROFESSIONAL OUR. FAG. ANY SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSIETPI I SEC. 2. MAX SPACING 24.0" ASCE 7 -93 AND 7 -98: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 80 MPH FASTEST MILE WIND, 30 FT MEAN HGT, ASCE 7 -93, H LESS THAN 4'6" - NO STUD BRACING REQUIRED CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 1 =1.05, CAT I,, EXP C, WIND TC DL =5.0 PSF, WIND BC DL =5.0 PSF. H GREATER THAN 4'6" TO 7'6" IN LENGTH OR PROVIDE A 2X6 STIFFBACK AT MID - HEIGHT AND BRACE STIFFBACK 100 MPH 3 SECOND GUST WIND, 30 FT MEAN HGT, ASCE 7 -98, TO ROOF DIAPHRAGM EVERY 6'0" SEE DETAIL BELOW OR CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 1 =1.00, CAT II, REFER TO DRAWING A08030EN0699�. EXP C, WIND TC DL =5.0 PSF, WIND BC DL =5.0 PSF. H GREATER THAN 7'6" TO 12'0" MAX: N LATERAL CHORD BRACING REQUIREMENTS PROVIDE A 2X6 STIFFBACK AT MID- HEIGHT AND BRACE TOP: CONTINUOUS ROOF SHEATHING TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR E rn BOT: CONTINUOUS CEILING DIAPHRAGM REFER TO DRWG AO8030EN0699). cr3 SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL o FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN LC' ON THIS DETAIL. • CD NAILS: 10d COMMON (0.148'X3 ") x OR 0.125 "X3" GUN NAILS ra- /5. NAILEDL T ONG SHEATHING AND EACH TRUSS • r -- H 1 ®- ®_ ®_m • cp OR BETTER #3 c°� H/2 DIAGONAL BRACE tirD ATTACH EACH END En FOR 560 #. E-' ■ ■ ■ ■ I I i II1 1 i b 1 GI ti CONTIN UOUS BEARIN 2X6 #2 STIFFBACK ' • .- ATTACHED TO EACH r. STUD W/ 4 NAILS CD THIS DRAWING REPLACES DRAWING 59969/GE ••WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BEST 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS <$.'s'- PRQ/�'/. TC LL PSF REF GE WHALER In OF PLATE AMERICA' ENTERPRISE ENnMAD1SONE VI 53 19) SAFETY T ICES PRIOR 1L Gt c CD THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED e F• TC DL PSF DATE 11/26/03 C S TRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. OS/O -y /IO 1508 • •IM NT PORTA•• FURNISH COPY Iff THIS DESIGN 10 INSTALLATION CONTRACTOR. ALPINE ER ENGINEERED. DL PSF DRWG GBLBRSTC] 103 B ALPINE PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TU l/ �- BUILD THE TRUSS IN CONFORMANCE WITH TM: OR FABRICATING. HANDLING, SHIPPING, INSTALLING I. i • _ � F LL PSF -EMC SJP /KAR I BRACING OP TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AripA) AND WI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /!R /16GA (V.IVS/K) ASTM A653 GRADE , OT. LD. PSF M 90/60 (V,KS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED 1 X ALPINE ENGINEERED PRODUCTS, INC. DESIGN, POSITION PER DRAWINGS I6OA -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL J ON THIS POMPANO BEACH, FLORIDA PROFESSIONAL ENGINEERING RESPONSIBILITY SOLEL O FOR I TH RUSS COMPON T DESIGN THE FRCP. 040-06 OUR. FAC. • SUITABILITY AND USE OF THIS COMPONENT FOR AN BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER A SI /TPI I SEC. 2. MAX SPACING 24" l ei(iCo go CJa 3405 . Zarosinski Engineering & Design, Inc. 107 S.E. Washington St., Suite 214F PO Box B1, Portland, OR. 97214 0 Phone: (971) 223 -2920 Fax: (971) 223 -6181 ZAROSINSKI Email: zaroeng@zaroeng.com ENGINEERING & DESIGN • STRUCTURAL • CIVIL • DESIGN �SWEID Calculations for Roof Header 210 15 Site Location Surguard Storage o f11G*D- )LN u N 15700 S.W. Pacific Highway Tigard, Oregon Calculations by Dean P. Zarosinski PE August 1, 2005 Roof header design assumed 25 psf Snow Load and 15 psf Dead Load, 20' Tributary Width Spanning 8' Use Doug Fir /Larch No. 1 4x12 � + 1 HIV ti ' ' �� / \- 1 + h'. 16, f � p zARO � /�vs 6 30 -v4 • Zarosinski Engineerins3Design, Inc Title : B0003 -7 SURGUARD STORAGE Job # B0003 -7 E 107 SE Washington, Suite 211B Dsgnr: DEAN P. ZAROSINSKI P Date: 8:13AM, 1 AUG 05 0 Portland, OR 97212 Description : HEADER CALCULATION FOR BEAM ABOVE STORAGE GARAGE DOORS ZAROSINSKI Phone: 971 - 223 -2920 ENGINEERING DESIGN Scope DESIGN HEADES 8 FAX: 971 - 223 -6181 Rev: 580006 User: KW- 0606036, Ver 5.8.0, 1- Dec -2003 Timber Beam & Joist Page 1 (c)1983 -2003 ENERCALC Engineering Software b0003- 7calcs.ecw:CakwlaUons Description 8' SPAN W/ 20 TRIB WIDTH TRUSS LOAD 25 PSF SNOW & 15 PSF DL • Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Timber Section 4x12 Beam Width in 3.500 Beam Depth in 11.250 Le: Unbraced Length ft 0.00 Timber Grade Douglas Fir - Larch, No.1 Fb - Basic Allow psi 1,000.0 Fv - Basic Allow psi 180.0 Elastic Modulus ksl 1,700.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No [Center Span Data Span ft 8.00 Dead Load #/ft 300.00 Live Load #/ft 500.00 I Results Ratio = 0.9457 Mmax @ Center in -k 76.80 • @ X = ft 4.00 fb : Actual psi 1,040.3 Fb : Allowable psi 1,100.0 Bending OK fv : Actual psi 93.6 Fv : Allowable psi 180.0 Shear OK Reactions @ End DL lbs 1,200.00 LL lbs 2,000.00 Max. DL +LL lbs 3,200.00 © Right End DL lbs 1,200.00 LL lbs 2,000.00 Max. DL +LL lbs 3,200.00 Deflections Ratio OK • Center DL Defl in -0.039 UDefl Ratio 2,451.4 Center LL Defl in -0.065 UDefl Ratio 1,470.8 Center Total Defl in -0.104 • Location ft 4.000 UDefl Ratio 919.3 • • •