The URL can be used to link to this page

RER (0106-032)78190 Masters Cir 0106-032 Bin # ` 4s City of La Quetta Building 8r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: ? C Owner's Name: A. P. Number: Address: Legal Description: City, ST, Zip: Contractor: G Tel ePh0ne: Address::. Project Description: eJ Ls City, ST, Zip: Telephone: State Lic. # : City Lic. #: Arch., Engr., Designer: oo o g_ 33 Address: City, ST, Zip: Telephone: Construction cu anc Type: Occupancy: P P Y• Lic. State Lc.#: Project ect hP (circle rcle n e). New Ad ' o Alter Repair air D emo Name of Contact Person: w Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: J Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted 5 Item Amount Structural Calcs. Reviewed, ready for corrections 6 I Plan Check Deposit Truss Calcs. Called Contact Person 6 Plan.Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmit Mechanical Grading plan 2"d Review, ready for corrections/issue Electrical Subcontactor ListD ,7 alled Contact Person Plumbing Grant Deed Y Plans picked up C, S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- 3rd Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I,P.P, Pub. Wks: Appr Date of permit issue School Fees Total Permit Fees 4.iies Boise PLAP c-i46cy,a70`~lK - 364-cwscrs) t •o H a µl,J Ia.T,J 3s / ML.- - 3 • YOUNG ENGINEERING SERVICES Engineering a Architeciure•Surveying• Building & Safety`Services Letter o.f'TransmittaI To: Gey ,dames Date: Project: Attn: 1=4 W.O.: Tel No. • . Tract Na: We are forwarding: By Messenger By Mail Your Pickup . a t No. of Copies Description: -Tomas Comments: This Material Sent for: Your Files Per Your Request • Your Review Approval X Checking At the request of: x 'Other By: Phone # 17-159 Youngs Lane • Indio,. GA 92201 (760) 342-9214 *Bron Young •, 78-1 90 Masters Circle Approved structural revisions — 8/8/01 Office Set CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 0ArE - BY s f t , CONCORDE CONSULTING GROUP, INC. ` ENGINE EERING & CONSTRUCTION MANAGEMENT, i 3505 CAMINO DEL RIO SOUTH, # 350 SAN DIEGO CA 92108 PH: (619) 516-3377 FAX: (619) 516 3388 MEMORANDUM/FAX COVER SHEET TO: FROM: KRIPA JODY JONES COMPANY: DATE: ANDREW PIERCE CORPN 07/23/01 FAX NUMBER: TOTAL NO. OF PAGES INCLUDING COVER: 1 PHONE NUMBER: SENDER'S REFERENCE NUMBER: ` YOUR REFERENCE NUMBER: RE: CARLOS YURETA RESIDENCE X URGENT X FOR REVIEW X PLEASE COMMENT X PLEASE REPLY 1-1 PLEASE RECYCLE notes/Comments JOY: THIS IS TO CONFIRM THE FOLLOWING` CHANGES DISCUSSED IN THE FIELD FOR THE REFERENCED PROJECT: i ` ❑ IN LIEU OF THE STRONG WALL CALL -OUT ON SHEET S3 FOR LOCATION EAST OF THE MECHANICAL ROOM, PLYWOOD SHEAR SHALL BE APPLIED TO BOTH SIDES OF THE WALL. PANEL TO SPAN BETWEEN THE TWO 6x6 POSTS. HD5 HOLDDOWNS REQUIRED AT EACH POST. ANCHOR BOLT SPACING TO BE REDUCED TO 50% o THE STRONG WALLS AT THE NOOK SLIDING DOORS CAN BE CHANGED TO. SIMPSON SW 24X8-4, ON THE BASIS OF ATTACHED CALCULATIO pfESSlON41 PLEASE CALL IF YOU HAVE ANY QUESTIONS cu No. THANKS S2654 KRIPANARAYANAN Exp. 6103 P% slq 0 _. 1j 0/z LATERAL LOAD ANALYSIS -- SINGLE.STOREY RESIDENCES Yureta Residence -- Nook Area CALCULATION OF LOADS ALONG GRID LINE A. WIND LOADS Wind Trib widt[ 8.5 .ft Eave ht.= 16 -ft Ridge ht. 24 ft Wind Ld. 24 psf , WIND LOAD = 3264 lbs B. SEISMIC LOADS (FOR SHEAR WALL CONDITIONS) Seismic Load = 6' psf Trib width= '8:5 ft Trib length= 26.5' ft SEISMIC LOAD 1352 lbs C. SHEAR WALL DATA Number of walls 2 Design Lat'l Load = :3264 lbs Shear/SW,= 1632 lbs USE SIMPSON SW Wall Length = 24 inches SVV24x8-4 Wall height = 8'4 ft -in NOTES: 1. WIND LOADS ARE COMPUTED AS FOLLOWS: Wind Load (lbs) = Wind Load (psf) x Trib. Width (ft) x Eave ht (ft)/2 + Wind Load (psf) x Trib Width (ft) x [Ridge ht (ft) - Eave Ht (ft)] 2. SEISMIC LOADS (FOR SHEAR WALL CONDITIONS) ARE.COMPUTED AS FOLLOWS: Seismic Load (psf) _ [3:0 * 0.44 * Na * W / 5.51/1.4 Na = 1.08; W = (Roof DL + 10.psf (for walls)) 3. FROM SIMPSON CATALOG, STRONG WALL DATA IS.- SW S.SW. V (lbs) S W24x8-4 1610 SW32x8-4 2865 SW48x8-4 4545 SW24x9-4 1585 SW32x9-4 2600 SW48x9-4 4370 _ SW32x10-4 2460 'SW48x10-4 4095 I u O , '►42 LA N a N u O , '►42 LA N a . i 0 5_0 O Cone 'a consult W9 Group (6®;suI41ng Engineers) No exceptions taken ❑ Proceed corrwd as Indicated • i = JA e changes ' and rest Emit for reef _ _ a it 7 2 or By: 4e: . ) . Concorde Cors ang G relieve vendor Of n review does not for omissions'. 3 or errors e—a Des not authorize 11 jr Irl Concorde t changes In purchase order value or schedule g_o YRUETA SALES REP: SB WO# : W1244CH DUE DATE: SCALE: 3/16" = 1' 4 a D PIERCE DSGNR/CHKR : SB / SB Date: 7/20/2001 14:21, THE TRUSS' COMPANYTC Live 16.00 psf DurFac-Lbr : 1.25 TC Dead 14.00 psf DurFac-Plt : 1.25 494 S. FOURTH STREET BC Live 0.00 psf O.C. Spacing: 24.0 BANNING,CA 92220 BC Dead 7.00 psf Design Spec: UBC -97 (909)922-2532 Total 37.00 psf #Tr/#Cfg : 37 / 19 job Nam YRU ETA Truss ID: KI Qty: 2 Drwg: COO 119 9207-001 WO: W1244 EgG X -LCC REACT SIZE RE12'D TC 2x4 SPF 165OF-1.SE Pl=r;m spec ADSI/`IPI - 1995 THIS issi IS UE Q7' STIE Rflsulz CF 'Ilius tares is designed use g the UBC -97 CD • 1 0- 1-12 750 3.50 1'.50 2 6- 6-12 618 5.50" 1.50" BC 2x4 SPF 165OF-1.5E V B 2x4 HF SILA MII.,TTPLE LOAD CASES. Bld3 = Yes verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the lands utilized on this design the loading imposed by the local building code and the application. The design assumes that the top chord is laterally TC FLI31 AXL 13ID GSI PLATE VALL S PER ICBG REM*KH REFCW #1607. + + + + + + + + + + + + + + + + + + + + + + BFARIM RE1; UIl 1T18 shmm axe based CNLY al the trues tcateczal at each bearistg. Thtse Lxttion = FYrd 7rsre Hsx>c re/Cbealh Lhrre = No F C 1-2 69 .00 .38 .38 Nail pattern sho. n is fox' ELF loads all Ctrxxe7t 61 lcads nZT be distributed to I snmh 7t bracing is (by ctI•tesa) to fircevrst xctatior /topp Sae HD3 91 and Bldg 80.00 ft, B G]idth Meen xmt heigil: = 11.14 ft, nph 0.00 ft = 70 BC FCRCE AXI, HID CSI 51 each ly •y. Cn multi -Ply with use 3 ' n3 is stun. nolo the I/'IPI 1-1995; 10.33.4. ar d 10.3.4.6. Flhd v t> cels d ignad for axial 1 only. LBC St hdazd Dead 7red = = DESI(N U ADS ----=-----I11tD 21.0 psf ---------------- 3-4 75 .00 .51 For m=e than 2 ply, add *+=,l uster fruit End verticals that axe taxied above or. Dir L.Plf L.Loc R.Plf 7C Vit 60.00 O- 0- 0 60.00 R.Ioc LL/hI 6- 9- 8 . .53 WEB FL%2GE CSI WEB FLZ2CE CSI ac&tia'ta1 ply(ej a Wcr bolts if sho+ar, cr below the tams profile (if airy) nW x ,; e EC Vit 119.60 0- 0- 0 119.60 6- 9- 8 2-4 -232 use any ctlr t7ved detail (by ot1'rca.'s) . additiaRl dmsign cagy Aderaticn (by ctlrees) .38 .02 MAX DEFIF>=PICN. (spats) ++++++++++++++++++++++ 2 -PLY! Nail w/10d C24VW,QIIB-97 fcrlateral fcreeBthe towind orBeianic r on the Wilding. W749 IN MEM 3-4 (LIVE) Sect. 12) in; TC-'2/ft BC- 2 ft FhBS- 2/f 4 L= -.10" D= -.13" Z` -.24" = Joint Lo aticns 1 0- 0- 0 3 0- 0- 0 2 6- 9- 8 4 6- 9- 8 2-7-2 I0-3-15 6-9-8 6-9-8 2-PLYS .. 1 s 2 REQUIRED 4.00 2-7-2 ?FO F E SS; G s 2-P P o - • M ESs eFti Cr m 0 1 982 X 9 r p. 12/31/02 CNIL ., • vl= CAllt • 2-0-0 i 6-9-8 ; 3 4 6-9-8 698 7/18/2001 ' Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), - Scale: 17/32".- 1' H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame later are oeitioned ae shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 12.7 WT: 19 # WO: W1244 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and doneChk: SB Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: SB #LC - 9 PIERCE THE TRUSS verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the lands utilized on this design the loading imposed by the local building code and the application. The design assumes that the top chord is laterally c / ® CO. GA) meet, or exceed paticular braced by the roof or floor sheathing -and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Live 16.00 psf TC Dead 14.00 psf DurFaes L-1.25 P-1.25 Rep Mbr Bad 1.00 will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 No Dr.. Colo Springs. CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HIB BC Dead 7.00 Design Spec UBC -97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and -91 ps£ SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: 14/240 TC: L/240 1p5. 0 Version T6.2 . 6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 170TAL 37.00 psf job Name: YRUETA Truss ID: K2 Qty: 4 Drw : 01199100-002 EFG X -LOC REACT SIZE FS2'D TC 2x4 SPF 165OF-1.5E Platirr spec : PMI/'I•PI - 1995 Mus truss is desigred usiri. the 1 0- 2-12 774 5.50 1.50" EDC 2x4 SPE 165017-1.513 THIS I7 SIC;N IS ME CaVIE SITE 1;2= OF LBC -97 Code. Hldj EY>Glcuo = Yes 2 16- 8- 4 774 5.50" 1.50" WEB 2x4 IIF STUD PLA'!E VAIIFS PER ICBG RESEARCH REIiXZI' #1607. D'd.ILTIPLE ICAD CASES. EEARIM SIS sho n are based CICY Tivss T rat irn = F]td 7nte IC FC1tCE AXL END CSI 1-2 -]165 Loaded for 10 PSF urn -mitt BCIL. cn the truss tnaterial at each bearing. ' H=icEme/Cbau't Lute = Nb OT CategorY = C Bld3 = 80.00 ft, Bidg Width = 40.00 ft .03 .45 .48• 2-3 -1165 will cause the moisture content of the wood to exceed 19% anor cause connector plate corrosion. Fabricate, handle, install and brace this truss in Mss xhight = 11.57 ft, nph = 70 .03 .45 .48 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS',Vy Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 LBC Starxlaxd Ocaqxmry, Dead Load = 21.0 psf EDC FaX E AXL END CSI SUMMARY SHEET' by TPI. ,The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and 4-5 1042 .16 .28 .44 '1p5.0 Version T6.2.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf 5-6 1042 .16 .28 .44 4,M FCRCE CSI WIB EL&tC£ CSI 2-51 187 .06 ' 1,4X DEFrWCICN (spars) ' 14/999 IN M24 4-5 (LIVE) LF -.08" Ik -.10" T= -.17" --== Joint Lnraticns = 1 0- 0- 0 4 0- 0- 0 2 8- 5- 8 5 8- 5- 8 3 16-11- 0 6 16-11- 0 8-5-8 8-5-8 8.5.8 16-11-0 5-5-8 1 A-5.8 2 3 4p --4.000 4-4 T T 3-1-12 3-9-8 F E S S 1p, q 2-6 2"6 T-() _3.1 SHIP Q p ! ES' , .✓c, 1 0-3-15 =0-3-151.5_3 `k4 ' GOy No. 982 .00 ; 2 2- - , i 16-11-0 4 5 8-5-8 5-5-8 6 8-5-8 16-11-0 Exp. 12/31/02 L Nlv e 7/18/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), t Scale: 7/32" - 1' "H"(16 ga.), or. "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame Plates are Positioned as shown above. WARNING Read'all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 30.0 WT: 41 # WO: W1244 ® This design is for an individual Wilding component not truss system. It has been based on specifications provided by the component manufacturer and done Chh: SB Custcc er Name: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: SB . #LC = 10 PIERCE THE TRUSS verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this meet imposed by the local building and the application. The design assumes that the top chord is laterally f I)iurFaes Ln1.25 P=1.25 . w ® CO. (CA) design or exceed the loading code paticular braced by the roof or floor sheathing and the bottom chord is laterally braced :by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that Live 16.00 ps Dead 14.00 s f P Re Mbr 13ad 1.15 P will cause the moisture content of the wood to exceed 19% anor cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pof O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS',Vy Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 ' BC Dead 7.00 'psf Design Spe(i UBC -97 SUMMARY SHEET' by TPI. ,The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Patio: L4/240 TC: 14/240 '1p5.0 Version T6.2.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf ob Name: YRUETA 2-0-0 r 6-9-8 i 3 4 Truss ID: K4 3 Drw :• M01 199100-003 EW, X -IDC M= SIZE RI32'D TC 2x4 SPF 1650F-1.5EP1=t;*� mac AMII+IK - 1995 ?C?0 This truss is designed using the LBC Cbcb. 1 0- 2-12 403 5.50" 1.50" 2 6- 7-12 248 3.50" 1.50" BC 2x4 SPF 1650F -1.5E PiEB 2x4 HF SIX L7 ZS ME OMRCSIZE RESCII+T CF Mi]L;T'IPLE LGAD CASKS. -97 Bldg Errlosed = Yes RAM VAIM MR ICED RESUT01 RU= #1607. E?EARIM i�T7J>�IVIS skranaz are based CNLY nitss Twat ;rn =1321 Zane TC FCR AXL EYID CSI aid verticals designed fcr axial loads only. on the truss tnataial at e= bearing. Hwric��e/0.t�z Line = No E>P Cly = C Length 80.00 ft; B'ld3 4lidth = 40.00 ft 1-2 -61 .00 .40 .40 End v icalm that are extenied above or TBF: 12.7 WT: 18 # Bldg = Mean x height= 11.14 ft, nph = 70 HID CSI below the truss profile (if arty) trayzegiuise additional design oomirletation (by otJ;) Chk: SB LBC St ambrd O=upar y, Dead Lcad = 21.0 psf BC I=AXL 3-4 75 .00 .26 .26 fcr lateral fc ces dee to wind or se anac I)sgnr: SB _ #Le = 9 PIERCE THE TRUSS I oads on the baildirs3. VM FCRCE CSI WEB FCRCE CSI or exceed paticular braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Live 16.00 psf Dead 14.00 sf P DurFacs L=1.25 P=1.25 Re Mbr Bad 1.15 P 2-4 -179 .04 will cause the moisture content of the wood to exceed 19% and/ca use connector plate corrosion. Fabricate, handle, install and brace this truss in EIC Live .00 ps f O. C. Spacing 2- 0- 0 MAX EEFLEX CN (span) accordancewith the following standards: 'JOINT DETAILS', br Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING CONNECTED WOOD TRUSSES' 'HIB -91 BC Dead 7.00 psf Design Speg UBC -97 L/999 INMEM 3-4 (LIVE) Responsibilities, INSTALLING AND BRACING METAL PLATE - (HIB -91) and I= -.06" D= -.08" T= -.14" SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Ddl Patio: 14/240 TC: L/240 --_= Joint Locations - Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 ps f 1 0- 0- 0 3 0- 0- 0 2 6- 9- 8 4 6- 9- 8 6-9-8 6-9-8 l 2 2-7-2 c 3-2-14 0, MS y SAF SB P ESS CID c� IU Er No. 045982 7Lf Exp. 12/31/02 CM ANz�4 2-0-0 r 6-9-8 i 3 4 6-9-8 --1 7/.1 8e200 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), A 6-9-8. Scale: 17/32" = 1' (16 ga.),' or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame later are ositioned as shown above. WARNING Read nail notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 12.7 WT: 18 # WO: W1244 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: SB Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be I)sgnr: SB _ #Le = 9 PIERCE THE TRUSS verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this the loading imposed by the local building code and the The design meet application. The design assumes that the top chord is laterally �+ /� ® CO. (CA) ) or exceed paticular braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Live 16.00 psf Dead 14.00 sf P DurFacs L=1.25 P=1.25 Re Mbr Bad 1.15 P will cause the moisture content of the wood to exceed 19% and/ca use connector plate corrosion. Fabricate, handle, install and brace this truss in EIC Live .00 ps f O. C. Spacing 2- 0- 0 TRUSWAL_SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordancewith the following standards: 'JOINT DETAILS', br Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING CONNECTED WOOD TRUSSES' 'HIB -91 BC Dead 7.00 psf Design Speg UBC -97 Responsibilities, INSTALLING AND BRACING METAL PLATE - (HIB -91) and SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Ddl Patio: 14/240 TC: L/240 TpS . 0 Version T6.2.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 ps f job Name: YRUETA Truss ID: T1 Qq: 4 Drwg--MOI 199100-004 BFSI X -IDC RFACr SIZE RBQ' D TC 2x4 SPF 1650F-1. SE Pl at i *m spec : AISI/ M - 1995 This truss 1B designed USUS the 1 0- 2-12 685 5.50" 1.50 BC 2x4 SPF 1650F-1.SE THLS LESIIN IS THE QSELISTIE RES[II.T OF FBC-97 Cx7e• Bldg EYj-ed = Yee 2 9- 9- 9 688 5.50" 1.50" WEB 2x4 HF SILD pLATE VALLM PER ICB0 RE i IIEFi U #1607. NEILTIAE IQtD CASES. • EEARII m2mu7 ENM sho n are based CNLY TYuse = EYtd =rice TC FCRCE AXL RD CSI 1-2 -1045 + + + + + + + + + + + + + + + + + + + + + + Nail pattern sham is fcr PLF loads Vy.. on the truss naterial. at each ] rmV. FeZnm'ta'tt bracit>3 is (by &Im s) to arie/0--ea Bldg Lanethenar! L..00uie- f No Dq dthCat= 4 = C Bldg 80.00 ft, B d3 Ghdth = 40.00 ft ft, 70 .00 .08 .08 2-3 -1046 .00 .08 .09 Qa'roattrated 1cF.ads nE;r be distributed to eadz t7t mzlti-ply with pp revv t rat ttirn/tc lum. See HID -91 aryl AISI/TPI 1-1995; 10.3.4.5 aryl 10.3.4.6. I z rcof he ,r = 11.00 nph = UBC Stan3ard Oar. , Dead Lrad = 21.0 psf BC F AXL EM CSI BC MKE ply ua1 y. use 3" naiSs min. into the =-PLY! Nail w/10d COIN, M-97 ----------LC?aD CASE #1 IESIIN I1]V1S ---------------- L.Plf L.L= R.Plf R.ICC LL/'IL 956 .07 .05 .12 Fir Hire than 2 ply, add nail uster from if Sect. 12) in: TC- 2/ft BC- 2 ft WEBS- 2/ft Dir TC Vert 60.00 0- 0- 0 60.00 10- 0- 0 .53 5-6 956 .07 .05 .12 additie ply(s) atzF/ lx>Zlts shown, or Paper Association (APPA) is located at 1111 19th.Street, NW, Ste 800, Washington, DC 20036. BC Vit 25.45 0- 0- 0 25.45 10- 0- 0 .00 Wt F CSI WEB FCRCE CSI use any ctl,er a pied detail (by ethers). ++++++++++++++++++++++ TA- lbs X'Ioc IT/Im 2-5 142 .02 r 'IC•Ve:t 118.7 5- 3- 4 1.00 TC Vert 103.8 5- 3- 4 .00 MAX rEFTFrrrIN (span) L/999 IN MEM 5-6 (LIVE) D= -.01" T-• -.02" ar vCR)FY SETBAc K Join To t-irne 1 0- 0- 0 4 0- 0- 0 2 5- 0- 0 5 5- 0- 0 3 10- 0- 0 6 10- 0= 0 5-0-0 5-0-0 5-0-0 10-0-0 5-0-0 F 5-0-0 2-PLYS 1 2 3 REQUIRED oo 223# -4.001 44 2-0-02-0-0 10-0-0 r I I 4 5 5-0-0 5-0-0 6 5-0-0 . 10-0-0 4 I OFESS/p 2-7-11 Qc OQP M E ,"4` 10-3-1 SHIP , J ' t5'0 1 cc 0. C 5982 xl 9 Exp. 12/31/02 d 7/18/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), I Scale: 11/32" = 1' (16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame iDlates are positioned as shown above. WARNING Read'd1l notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 18.7 WT: 26 # WO: W1244 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done : SB Cust ter Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds SB #LC = 9 PIERCE THE TRUSS verified, by the component manufacturer and/or building designer prior to fabrication.. The building designer must ascertain that the loads utilized on this loading imposed by the local building code and the application. The design assumes that the top chord is laterally L=1.25 P=1.25 . AA ® co. r/1 design meet or exceed the paticular braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Live 16.00 psf Dead 14.00 of P DurFacs Re Mbr Bnd 1.00 P will cause the moisture content of the wood to exceed 19% and/pr cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', * Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 7.00 psf Design Speil UBC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Del Ratio: WAD TC: 1/240 TP5.0 Version T6.2.5 Paper Association (APPA) is located at 1111 19th.Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf job Name: YRUETA k 4 5 6 5-0-0---, 5-0� Truss ID: T3 Qty: 2 Drw199100-005 ElG X -LCC REt3CP SIZE RE12'D TC 2x4 SPF_ 1650F-1.SE P1atixr spec PIBI/'IPI - 1995 This truss is designed using the 1 0- 2-12 518 5.50 1.50 BC 2x4 SPF 165017-1.5E = MICN IS UE SIZE IESCII,T OF LHC -97 Cb3e• 2 9- 9- 4 518 5.50" 1.50" Fifa 2x4 HF SIM nMPLE IC<=tD CASES. Bld3 Errlcsed = Yes PLATE VALIMS PER ICBG REMRCH REiiIZI` #1607. BFAFtII� RF7iTD�iIS eYn au are based (NLY Truss Iccatim = End 7crue TC PUKE AM BND CSI Circled Plates and false frame plates are positioned as shown above. cn the truss traterial at e= bearing. � cane/ocean 80 O = ft,B yWidth = C ft 1-2 -636 .00 .14 .14 WARNING Read tall notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 18.7 WT: 26 # j 2-3' -636 .00 .14 .19 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: SB Mein roof height = 11.00 ft, nph = 70 LBC Starrdard Ooa pmrcy, Dead Ir>ad = 21.0 psf BC F= AXE, END CSI in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds SB #LC 9 PIERCE 4-5 568 .08 .08 .16 verified by the component manufacturer and/or building designer prior to fabrication: The building designer must ascertain that the loads utilized on this design meet loading imposed by the local building the application. The design assumes that the top chord is laterally g� 5-6 568 .08 .08 .16 or exceed the code and paticular WEB fL%£ CSI WEB FCRC£ CSI DurFacs L=1.25 P=1.25 //�� //�� co. (�./1� braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that 2-5:' 101 .04 Rep Mbr Bnd 1.15 will cause the moisture content of the wood to exceed 197, and/r cause connector plate corrosion. Fabricate, handle, install and brace this truss in MAX DEF=CN (span) O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', bT Truswal, 'ANSI/TPI 1', 'WTCA F - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 L/999 IN FEE 4-5 (LIVE) Design Spec` UBC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and LF -.01" D= -.02" T= -.03" Defl Ratio: L/240 TC: 1/240 TpS. 0 Version T6.2.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Joint Lactims = 1 0- 0- 0 4 0- 0- 0 2 5- 0- 0 5 5- 0- 0 3 10- 0- 0 6 10- 0- 0 5-0-0 5-010-, 5-0-0 10-0-0 5-0-0 ; 5-0-0 i 1 2 3 4.00 2-0-0 i 2-0-0 10-0-0 ; T 2-7-11 �,taOF ESS/0,V 10-3-it 0-3-i SHIP �Q�O . MES o ti ir i No CW5982 :;0 9 Exp- 1901/02 k 4 5 6 5-0-0---, 5-0� s , 5-0-0 10-0-0 t 7118/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), Scales 11/32" 11 "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled Plates and false frame plates are positioned as shown above. WARNING Read tall notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 18.7 WT: 26 # WO: W1244 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: SB Clustainer Nance: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds SB #LC 9 PIERCE THE TRUSS verified by the component manufacturer and/or building designer prior to fabrication: The building designer must ascertain that the loads utilized on this design meet loading imposed by the local building the application. The design assumes that the top chord is laterally g� or exceed the code and paticular TC Live 16.00 psf DurFacs L=1.25 P=1.25 //�� //�� co. (�./1� braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 14.00 psf Rep Mbr Bnd 1.15 will cause the moisture content of the wood to exceed 197, and/r cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', bT Truswal, 'ANSI/TPI 1', 'WTCA F - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 7.00 psf Design Spec` UBC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: L/240 TC: 1/240 TpS. 0 Version T6.2.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Job Name: YRUETA Truss ID: TE6. .1 Drwg:C001 199100-006 EM X -ICC REACP SIZE REV TC 2X4 SPF 1650F-1.EE Platirr3 s c XSI/`I'FI - 1995 SUB trues is designed using the 1 0- 1-12 222 3.50" 1.50" BC 2X4 SPF 1650F -1.5E THLS IESIIN IS THE CCMffCSTIE RT;SLI1T OF LBC -97 Ccx%• 2 5-10= 4 222 3.50" 1.50" WEB 2X4 HF SIM KIT= LOAD CASES. B1ckJ M3alosed = Yes RAIDE VAI1J S PER ICED RESEARM REEF #1607. 13FARII X715 sham axe based CNIX. Maas Iccaticn = Bid 7rn e TC FCRCB AXL HID CSI End verticals dPsicytsd for axial loads mly. y on the retires ttaterial at e:K bearirx3, H ri +P/Cb i Line. = No F (may = C Adthft 8 0010.85 1-2 -41 .00 -31 .31 Eked verticals that are exterrded above or below the truss profile (if any) tray Bracing shown is for lateral support of components members only to reduce buckling length.. This component shall not be placed in any environment that 1 h = = 40.00 rccfnr-h ftdj BC FLRCS AXL EI`ID CSI -dai will cause the moisture content of the wood to exceed 19% and/ r cause connector plate corrosion. Fabricate, handle, install and brace this truss in LBC Starjhrd Ooa.grmYy, Dead Lcsd = 21.0 psf 3-4 52 .00 .22 .22 for lateral fomes die to wind or seisnic accordance with the following standards: 'JOINT -DETAILS', Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design I oads cn the hnldirxj. Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 N BC Dead 7.00 psf VEB FLZX£ CSI WEB FCRCE CSI SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583.D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and 2-4 -158 .03 TpS . 0 Version T6.2.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf MAX E FtEMCN (sem' L/999 IN MEM 3-4 .(LIVE) Lr= -.04" D= -.05" T-- -.10" Joint T—tirns == 1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 6-0-0 600 1 2 3.36 /Oi,, rEE5S;(D jj Ss ' Cyc `z No, 45032 7J Exp.'l 2131/02 OFNA FCP?\P 3 4 6-0-0, 6-0-0 7/18/200 1 Truswal Systeme Plates are 20 ga. unless shown by "18"(18 ga.), Scale: 27/32" = 1' H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and.fal6e frame Plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 10.0 WT: 14 # WO: W1244 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: SB Customer Name: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be De SB .v #LC 9 PIERCE THE TRUSS verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this. design the loading imposed by the local building the application. The design assumes that th'e top chord is laterally snr TC Live 16.00 psf DurFacs L=1.25 P=1.25 meet or exceed code and paticular w CO. CA) braced by the roof or floor sheathing and the bottom chord is.laterally braced ;by a rigid sheathing material directly attached, unless otherwise noted. ® ( Bracing shown is for lateral support of components members only to reduce buckling length.. This component shall not be placed in any environment that TC Dead 14.00 psf Rep Nbr Bnd 1.15 will cause the moisture content of the wood to exceed 19% and/ r cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live . 00 psf O.C. Spacing 2- 0- 0 TRUSwAL SYSTEMS aaa5 Northpark Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT -DETAILS', Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 N BC Dead 7.00 psf Design Spec UBC -97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583.D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and t fl Ratio: Lt/240 TC: 1/240 TpS . 0 Version T6.2.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf • CONCORDE CONSULTING GROUP, INC. ENGINEEERING & CONSTRUCTION MANAGEMENT 3505 CAMINO DEL RIO SOUTH, # 350 SAN DIEGO, CA 92108 PH: (619) 516-3377 FAX: (6'19) 516 3388 MEMORANDUM/FAX COVER SHEET TO: FRO\9: KRIPA GREG BUTLER, Co: MANY: DATE: LA QUINTA BUILDING DEPT 05/23/01 FAX NU\• BER: I'O'1'AI. NO. OP' Pr\G 1:S I\CLlil')ING Ca)VI R: 1 PHONE NUMBER: SENDER'S REFERENCE NUpgCER:' YOUR ItIr.I liRIiNC[: Nl!94131tIL RE: LOT 75, TRACT 28867, TRUSS CALCULATIONS X URGENT X FOR REVIEW X PLEASE CONINIENT X PLEASE REPLY ❑ 1'1.1=;ASI-- Rf.CYCLF. notes/ConinienLS DEAR GREG: THIS IS TO CONFIRM THAT THE TRUSS CALCULATIONS PROVIDED BY SUPPLIER HAS BEEN VERIFIED AND FOUND TO BE CONSISTENT WITH DESIGN LOADS SPECIFIED IN ENGINEERING DRAWINGS. THE TOTAL DEAD LOAD USED IS 21 PSF (IN'STEAD OF THE 24 PSF) SPLIT BETWEEN THE TOP AND BOTTOM CHORD AS 14 PSF AND 7 PSF. THE LIVE LOAD USED IS REDUCED LL OF 16 PSF. THE 21 PSF FOR DEAD LOAD IS ACCEPTABLE BASED ON -ACTUAL MA v• �g THE BREAKDOV/N OF WHICI IS AS FOLLOWS: ROOF TILE 9.0 PSF' PLYWOOD 2.8 PSF FRAMING 3.2 PSF . INSULATION 1.5 PSF MECH/ELECT 2.0 PSF � MISC 2.5 PSF TOTAL. 21 PSFF- THANKS KRIPANARAYANAN - p3��•'Q l�I .-°fin. ` ';/� � �;�' � +r.� -' t1+ s4) qW, �W/ W , •' ` .. yr.4 • f� fi N�yG.� y www r �' egg IKZ . -Mlo • � .. 6r�, • �•�•.� .'� Hca � '� 1 S"S" ,, • ' 4' � t• _ r - = '�'� a •'� �. '. , �.--.tee- ;_ -;. �,� , �� • �, ��ar� �a _ �3��s wr. � rez V len" l 6.� r "Q'�'i'; t F - C� q P r .'.�• �{ Ir SIONAIF-. ' � .. �L3�' p.f, Q�° icy• -.• .��3�'.'�:�c' =- �° �_.. :.- - � - �'w•rp3 r •• � ': - - • � • -' .SSE 5`�;- •6��.. , SGt1EOcaL� • ' � • TE Of � v r Ed WNb0:80 1002 2L :adN a38�25LS6L9: UN XU 'C'UI taflod'o,JIJLI-IEISFICO 3(180:)NUJ: 1406-� -4/6 Concorde Consulting Group, Inc No. ?° S2654 Exp. 13/03 2d W11170:eo I03; Li '.add OR229TS6T9: '0t.1 ',OL;1 !nodo LiNIi-nstdC=! BQdCr?hir_r�: l•lfldd 3505 Camino bel Rio South, # 350, San Diego, California 92108 Carlos Yrueta Roof System 13/14. Prepared by: KAIK Date: 4/17101 Bean lCnek 2.2 'Iruice 6x 1=DF-Ligl BASE Fb = 1350. ADJ Fb = 1666 Curxiitirr_S 1NO Min Bearing Area R1= 5.2 in' IR2- 5,2 ins DL DO 0.46 in n�la beam Span 21.5 ft Rection 1 3268 9 Reaction 'l. LL 1398 4 Beam VA encs ft 18.04 h Reaction 2' 3lG8 4 Reortion Beam Weight 388 'tl Maximum V 3268 .V Max Moment 17568'9 Max V (Reduce(j) 2926 # TL Max Dcti L 1240 TL Actual Deft L / .i19 LL Max Oct] 1 / 360 LL Actual Dell . L / 746 Atlr'lbitfes Section (in') Shear (in') TL Deft (in) LL Detl Actual 167.06 74.25 0.81 0,35 Critical 125:57. 41.31 1.08 0.72 Status OK OK O'K (m Ratio %G% 564/ 75% 48% Fb (psi) Fv (psi) E (psi x rntl) Fc -L (psi) Valr.ies Base Valuos 1350 85 1,6 625 Buse Adjusted 1666 106 • 1.6 625 Aditiftt1Ff1f.4 CF Size Factor 0.987 Cd Duration 1.25 1.25 . Cr Repetitive Ch Shear Stress Cm Wet Use BnamChek has automatically added the beam self -weight' into the calculations. Loans Uniform 7L: 236 =A Uniform LL 130 Uniform load A R1 = 3268 q( SPAN _ 21.5 R2 =.3268 F7 C� Uniforn'i and partiai uniform loads arc: lbs per Lineal ft. yF No. ?° S2654 Exp. 13/03 2d W11170:eo I03; Li '.add OR229TS6T9: '0t.1 ',OL;1 !nodo LiNIi-nstdC=! BQdCr?hir_r�: l•lfldd 3/6 Concorde Consulting droup, Inc 3505 Camino Del Rio South, # 350, San Diego, California 92108 Carlos Yruota Roof System 12;15 Prepared by, KMK Date: 4117/01 Bean,Chek 2.2 h 6x 12 DF -L #2 BASE Fb ='875 ADJ Fb = 1094 Conditions '91 NDS Min Bearing Aroa R1- 3.5 in' R2= 3.5 in' DL Doll OA2 in - Dar Beam Span 5.5 ft Reaction 1. 2160 # Reaction•`I LL 9153 is Beam Wt per ft 15.37 # Reaction 2 2160 # Roaction 2 LL 963 It Beam Weight 85 # Maximum V 2.160 # Max Moment 5881'# Max V (Reduced) 2145 # TL Max Defl L / 240 'TL Actual Defl L V-1000 LL Max Defl L 1360 LL Actual Defl L / >1000 Attribute Section (in') Shea( (in') TL Dell (in) LL Defl Actual 121.23 63.25 0.04 0.02 Critical 64.53 30.28 0.28 0:18 Status OK OK OK OK Ratio 53% 480. 13% 9% Fb (psi) Fv (psi) E ,psi x rail) FC -L (psi) I Ad L('S Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Atljuslmc01A CF Slze Factor 1.000 Cd Duration.. 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads ' Point LL Point TL. Distance 1925 B = 4235 2.75 Pt loads` g R1 =2160 R2=2160 SPAN = 5.5 FT Uniform and partial uniform loads.are IbS per lineal ft, ®QR® ESSIO Az�C • � r x Plo. Exp. 6103 bd WCt;10 : 80 lclaZ Zi . 'add 8e229tiS6 ti 9 : 'ON x;89. out dll0an a j i i-inSNOD 3(1JD NO--) : kjo,' _i 4/4 ' . Concorde Consulting Group, Inc 1 3505 Camino Del Rio South, # 350, San Diego, California 92108 Yrueta Substitution Roof Support System New Ridge Beam Prepared by: KMK Date: 3/30/01 BeamChek 2.2 Choice 8x 16 DF -L #1 BASE Fb = 1350 ADJ Fb = 1640 Conditions '91 NDS Min Bearing Area R1= 6.8 in' R2= 6.8 inz DL Defl 0.33 in Data Beam Span 23.0 ft Reaction 1 4235 # Reaction 1 LL 1955 # Beam Wt per ft 28:25 # Reaction 2 . 4235 # Reaction 2 LL 1955 # .Beam Weight 650 # Maximum V 4235 # Max Moment 24350'# Max V (Reduced) 3759 # TL Max Defl L / 240 TL Actual Defl L / 444 LL Max Defl L/360 LL Actual Defl L / 962 Attributes Section (in') Shear (inz) TL DO (in) LL Defl Actual 300.31 116.25 0.62 0.29 Critical 178.15 53.07 1.15 0.77 Status OK OK' OK OK Ratio 59% 46% 54% 37% Fb (psi) Fv (psi) E (psi x mil) Fc1(psi)- Values Base Values - .1350 85. 1.6 625 Base Adjusted 1640 106* 1.6 625 Adjustments CF Size Factor 0.972 Cd Duration .1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 340 = A Uniform LL: 170 w Uniform Load" A R1 =4235 R2 =4235 SPAN = 23 F•T Uniform and partial uniform loads are lbs_ per lineal ft. ��QaofEssroNq��y. a No. S2654 . . * Ekp.6/03 Uniform Load A R1 = 3528 R2 = 3528 SPAN = 22 FT �O@ Uniform and partial uniform loads are lbs perlineal'ft. No. S2654 Exp. 6103 slq �� Concorde Consulting Group, Inc 3505 Camino Del Rio South, .# 350, San Diego, California 92108 Yrueta Substitution Roof Support System New Ridge Beam Prepared by: KMK Date: 3/30/01 BeamChek 2.2 Choice -6•16mi�F=�#1� B X �(p BASE Fb = 1350 ADJ Fb = 1640 Conditions '91 NDS Min Bearing Area R1= 5.6 in' R12= 5.6 in' DL Defl 0.33 in Data Beam Span 22.0 ft Reaction 1 3528 #. Reaction 1 LL 1650 # Beam Wt per ft 20.72 # Reaction 2 3528 # Reaction 2 LL 1650 # Beam Weight 456 # Maximum V 3528 # Max Moment 19403'# Max V (Reduced) 3114 # TL. Max Deft L / 240 TL Actual DO L/427' LL Max Defl L / 360 LL Actual Defl L / 913 Attributes Section (in 3) Shear (in') TL Defl (in) LL Defl Actual 220.23 85.25 0.62 0.29 Critical 141.95 .43.96 1.10 0.73 Status OK OK OK OK Ratio 64%' 52% 56% 39% Fb (psi) Fv (psi) E (psi x mil) Fc1 (psi) Values . Base Values 1350 85 1.6 625 Base Adjusted 1640 106 1.6 625 Adjustments CF Size Factor 0.972 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm. Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 300. =A Uniform LL: 150 Uniform Load A R1 = 3528 R2 = 3528 SPAN = 22 FT �O@ Uniform and partial uniform loads are lbs perlineal'ft. No. S2654 Exp. 6103 slq �� Concorde Consulting Group, Inc 3505 Camino Del Rio South,# 350, San Diego, California 92108 Yrueta Substitution Roof S.upport.System Patio Beams Prepared by: KMK Date: 3/30/01 BeamChek 2.2 Choice X ICo BASE Fb = 875 ADJ Fb = 1080 Conditions '91 NDS Min Bearing Area R1= 5.3 in' R2= 5.3 in DL Defl 0.31 in - Data Beam Span 18.0 ft Reaction 1 3312 # Reaction 1 1 1575 Beam Wt per ft 18.04 # Reaction 2 3312 # Reaction 2 LL 1575 # Beam Weight 325 # Maximum V 3312-# Max Moment 14906'# Max V (Reduced) 2898 # TL Max DO L/240 TL Actual Defl L/365 LL Max Defl. L/360 LL Actual DO L / 767 Attributes Section (in 3) Shear (in 2) TL Defl (in) LL Defl Actual 167.06 74.25 0.59 0.28 Critical 165.69 40.92 0.90 0.60 Status OK OK OK OK Ratio 99% 55% 66% 47% Fb (psi) Fv (psi) E (psi x mil) Fc-L(psi) Values Base Values 875 85 1.3 625 Base Adjusted 1080 106 1.3 625 Adjustments CF Size Factor _ 0.987 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 350 =A Uniform LL: 175 . Uniform Load A R1.= 3312. R2 =3312 SPAN = 18 FT e�,, . �Sar�,fl,�� Uniform and partial p uniform loads are lbs per lineal ft. No. S2654 Exp. Bros I CONCORDE C•'ONSULTING GROUP, 'IN -C. . 1 ENGINEEERING & CONSTRUCTION MANAGEMENT 3505 CAMINO, DEL RIO SOUTH, # 350 [ SAN DIEGO, CA 92108 PH: (61.9) 516 3377 FAX: (6,19) 5.16 3,358 - t MEMORANDUM/FAX COVER SHEET' To: FROM: GREG BUTLER KRIPA CuanPANY: LA QU]NTA BUILDING DEPT 05/23/01 FAX NUMBER: TOTAL NO. OF PAGE$ �NCLt;I)ING Cs)V.I:I<: • - 1 PH NE NU.-iBER: si::Nurai s ia::r�u;ENct: M.ia�izi;R: w YOUR REFERENCE NUNIBER: RE: LOT 75, TRACT 28867, FIELD CHANGES/UPDATES X URGENiT X FOR REVIEW X PLEASE COMMENT X PLEASE REPLY ❑ PLEASE RECYCLE notes/COrilIIlents GREG: ATTACHED PLEASE . FIND UPDATED FRAMING AND FOUNDATION PLAN REFLECTING FIELD CHANGES 1 ND MINOR MODIFICATIONS DONE BY OWNER/ARCHITECT/CONTRACTOR DURING THE . CONSTRUCTION PHASE. CHANGES ARE MINOR III NATURE. CALCULATIONS ARE PROVIDED HEREIN TO JUSTIFY CHANGES WHERE APPROPRIATE. REGARDS K. M. KRIPANARAYANAN S E. I�.�`` iso. G3tif55 � �`-C j�*�,\1``, OF C a \�\ Ll Ems.. ) HUNT HALE JONES ARCHI IP - 415-288=0288 MAR 2?' `l1 12: 29 No 006 'P P. 04 b r/ I (' - C) -1x1" J IEI bL1l 1 !C } II u J I I I N a I mP pCT, _ F_Z ,mom I L. SWIP it HIPUZ_ 4Q p 1' 'A IAV 4-12 ` , 1ri it rrrr r.•. 11.,E r i N I 1 . __ j - / \ I i l • N yA - - ROCK ; RI cvr ( C ' n.• j Qu 'i- I I 0 j Ic o• (yy' all • A WALL RElOCA"Tti49AS 1 t 1 0a, S •C r 'T tj 0 r •i r- Im ' I -- F ,'I H F , • K'i F ,' z X co P n --1 - 35 1 _ zt t # ; 0a, S •C r 'T tj 0 N 00 >ooh I I n o II II o / o rn 7, ---------- XTc^Jcs°aid P.,. To C2EGocAT " wAL, L.. Y, Z S >, d, - . .,n-s-v +; z, '`n (" . rr ^ .a . a c e, . 0 .rte• -::a-.! 9o. S2654 s; Attributes Section (i Actual 0.27 — - Concorde Consulting Group, Inc Critical 3505 Camino Del Rio South, # 350, San Diego, California 92108 114.50 Carlos Yrueta Residence Roof System OK Beam To receive Truss Prepared by: KMK Date: 5/23/01 BeamChek 2.2 I 60% Choice 5-1/8x 15 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 29$8 0.996 Conditions - ; f Min' Bearing Area R1= 10.0 int R2= 10.0 in DL Defl 0.34 in Suggested Camber 0.51 'in Data Beam Span 17.5 ft Reaction 1 6516 # Reaction 1 LL 2888 # I Beam Wt per ft 18.68 # Reaction 2 6516 # Reaction 2 LL 2888 # Beam Weight 327 # Maximum V 6516# j Max Moment 28507'# Max V (Reduced) 5585 # TL Max Defl L/ ' 240 TL Actual Defl L / 347 I LL Max Defl L /360 LL Actual Defl L/784 Attributes Section (i Actual 0.27 — - 192.19 Critical OK OK 114.50 Status 46% OK Ratio 2400 190 I 60% Values Base Values Base Adjusted Adiustments Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Loads Shear(ii12) TL Defl (in) LL Defl- 76.88 0.60 0.27 — - 35.27 0.88 0.58 OK OK OK 46% 69% -------- 46% ------------------ Fb (psi) Fv (psi) --- -- --- E (psi x mil) Fc -L (psi) 2400 190 1.8 650 2988 238 1.8 650 j 0.996 ; 1.25 1.25' ; f BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 726 =A Uniform LL: 330 �— Uniform Load A -- -- --- -�, R1: 6516 R2=6516 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. Jzib 4do� 6E A Ct v s4. � � cam, �,nn..�N•".. 2x BATTENS FLAT DE VERT. (TYP) 19 S -r DRAG LINE . 6' m ILLr v U E ---- V ilwml-` 1 ( 7' I S-7 , I I r '^ 4 YJ co O I S-7 .. B 1 I II II it TFUSST E I I .i /1 D N P OVIDE C NT. ELIC — G ('I `' B-56 ^` B.O. DRA LINE G.2 O.B. =141-O" I TYP) S 7 I I AS- 7. I 2x BATTENS FLAT DE VERT. (TYP) 19 S -r DRAG LINE . 6' m ILLr v U 1 ( 7' I S-7 , H :) O r '^ 4 YJ co O S-7 .. B 1 PROVIDEx6 POST U R6 1K TRUSSES (TYP f .i /1 D N BG O B.O. . =14'- " G.2 S I TYP) - U d TRUSS E "A B.O.T. 17'-8' a 2x BATTENS FLAT DE VERT. (TYP) 19 S -r DRAG LINE . 6' m TITLE 24 REPORT Title 24 Report for: Yrueta Residence 78-190 Masters Circle La Quinta, CA 92253 Project Designer: Hunt Hale Jones 636 Fourth Street San Francisco, CA 94107 415-512-1300 Report Prepared By: Jim Urbano Mechanical Ventilation Systems ' 359 Marlboro Way Banning, CA 92220. —7t3 l Q� (760) 321-9216 A5 -TF- 7BUILDING F LA QUINTA & SAFETY DEPT. PNOVED FOR CONSTRUCTION. Job Number: DATE 1�2' 00 BY Date: / 10/5/00 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 1998 Building Energy Efficiency Standards. This program developed by Gabel Dodd/EnergySoft, LLC (415) 883-5900. EnergyPro 2.1 By EnergySoft Job Number: User Number: 4845 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -.1 R Mandatory Measures Checklist 6 Form C -2R Computer Method Summary 7 EnergyPro 2.1 By EnergySoft Job Number: User Number: 4845 _Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Yrueta Residence Wood 10/5/00 Project Title n/a Date 78-190 Masters Circle La Quinta n/a 0.756 R-38 Roof (R.38.2x14.16) Project Address 0.028 Solid Wood Door Building Permit # Mechanical Ventilation Systems (71;m 321-9216 Overhang Side Fins Documentation Author Telephone U -Value Plan Check /Date Computer Performance 15 etc. Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 5_161W Total Conditioned Slab Area: 5,161 f? Building Type: (check one or more) FRI Single Family Detached (SFD) ❑ Addition Alone ❑ Single Family Attached (SFA) ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (South) 180 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Component Type Frame Type Const. Assembly U -Value R-21 Wall (W.21.2x6.16) Wood 0.059 Slab On Grade n/a 0.756 Slab On Grade n/a 0.756 R-38 Roof (R.38.2x14.16) Wood 0.028 Solid Wood Door None 0.387 V CI14C01 MA1IVIV Location/Comments (attic, garage, typical, etc.) Exterior Wall Covered Slab w/R-0.0 Perimeter Insulation Exposed Slab w/R-0.0 Perimeter Insulation Exterior Roof Exterior Door ShA: a Inn Devlaes Type 'Orientation Area Labeled -Fenestration Interior Exterior Overhang Side Fins SF U -Value SHGC roller blind, etc. shadescreen, etc. Yes / No Yes / No Front (South) 60.0 0.60. 0.53 Drapery Bug Screen X❑ ❑ ❑ Left (West) 166.8 0.60 0.53 Drapery Bug Screen X❑ ❑ ❑ Q Left (West) 59.6 0.57 0.55 Drapery Bug Screen X❑ ❑ ❑ Q Rear (North) 69.8 0.57 0.55 Drapery Bug Screen X❑ ❑ ❑X❑ Rear (North) 208.0 0.55 0.53 Drapery Bug ScreenX❑ ❑ ❑ 0 Rear (North) 60.0 0.60 - 0.53 Drapery Bug -Screen ❑ ❑ Q Right (East) 177.8 0.55 0.53 - Drapery Bug ScreenX❑ ❑ ❑ Q Right (East) 111.2 0.60 0.53 Drapery Bug ScreenX❑ ❑ ❑ 0 Front (South) 2.5 0.57 0.55 Drapery Bug ScreenX❑ ❑ ❑ X❑ Front (South) 96.0 0.55 0.53 Drapery Bug Screen X❑ ❑ 1:1 0 Left (West) 20.0 0.55 0.53 Drapery Bug Screen X❑ ❑ ❑ X❑ Right (East) 11.3 0.57 0.55 Drapery Bug ScreenX❑ ❑ ❑x❑ Run Initiation Time: 10/05/00 10:30108 Run Code: 970767008 Ener Pro 2.1 By Ener Soft User Number: 4845 Job Number: Pa e:3 of 12 Certificate of Compliance: Residential' (Part 2 of 2) CF -1'R Yrueta Residence 10/5/00 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Heating Equipment Minimum Distribution TYPe and Duct or Type (furnace, heat Efficiency Location pump, etc.) Piping Thermostat Location / (AFUE/HSPF)(ducts, attic, etc.) R -Value Type Comments 'Central Furnas 80% AFUE Ducts in Attic Central Furnace 4.2 Setback Lennox 2.5 80% AFUE Ducts in Attir Central Furnace 80% AFUE Ducts in Attic 42 4.2 Sethark I -nix F (2) Setback Lennox 4 Central Fiirnar- 80% AFUE Ducts in Attic 4.2 Setback Lennox 2 Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location heat pump, evap. cooling) (SEER) (attic, Duct Thermostat Location / etc.) R -Value Type Comments Split Air Conditioner 12.4 SEER Ducts in Attic 49 Setback l Pnnnx 2 5 Split Air Conditioner 1 9 RFFR Ducts in Attic Split Air Conditioner 12.5 SEER Ducts in Attic Solit Air Conditioner 12.1 SEER Ducts in Attic 49 4.2 4.2 _Sethark Lennox 5 (2) Setback Lennox 4 Setback Lennox 2 WATER HEATING SYSTEMS Water Heater Water Heater Distribution # in Rated 1 Input Tank Energy Facts 1 Cap. or Recovery Standby External Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS r`n11A01 IAK1r- CSTA rCRAr klI This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/Remarks section. Designer or Owner (per Business & Professions Code) . Documentation Author Name: Title/Firm: Hunt Hale Jones Address: 636 Fourth Street San Francisco CA 94107 Telephone: 415-512-1300 Lic. #: 10 isoo (signature) date) Enforcement Agency Name: Title/Firm: Address: Telephone: Name: Jim Urbano Title/Firm: Mechanical Ventilation Systems Address: 359 Marlboro Way Banning, CA 92220 Telephone: 760 32 -9216 e W (date) natu JEnergyPro 2.1 By EnergySoft User Number: 4845 Job Number Page:4 of 12 Certificate of Compliance: Residential (Addendum) CF -1 R Yrueta Residence 10/5/00 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The DHW System "A.O. SMITH FPS -75-230" Energy Factor = 0.520. An EF below 0.58 requires an R-12 External Blanket. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 451 sqft Covered Slab Floor, 4.00" thick at Guest 2 & 3 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 251 sqft Exposed Slab Floor, 4.00" thick at Guest 2 & 3 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 2823 sqft Exposed Slab Floor, 4.00" thick at Living, Dining, Kitchen HIGH MASS Design(see C -2R) - Verify Thermal Mass: 754 sqft Covered Slab Floor, 4.00" thick at Master HIGH MASS Design(see C -2R) - Verify Thermal Mass:- 28.5 sqft Exposed Slab Floor, 4.00" thick at Master HIGH MASS Design(see C -2R) - Verify Thermal Mass: 597 sqft Exposed Slab Floor, 4.00" thick at Guest Suite HERS Required Verification These features must be confirmed and/or tested b a certified HERS rater under the supervision of a CEC approved HERS n rovider The HERS r��e. ..,..tea .L............a aa.., s:..�.._-:r.__•:__ uvvu.nmu a..c naw voImcduun dnu uidynosue resong or mese measures on a corm cr-5K. Plan Field Run Initiation Time: 10/05/00 10:30:08 Run Code: 970767008 EnergyPro 2.1 By EnergySoft User Number: 4845 Job Number: Page:5 of 12 Mandatory Measures Checklist: Residential MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component specifications. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMEN Building Envelope Measures ❑X 1150(.): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value. ❑ § 150(b): Loose fill insulation manufacturer's labeled R -value. ❑X '§ 150(.): Minimum R-13 wall insulation in framed walls or equivalent U -value (does not apply to exterior mass walls). a'§ 150(d): Minimum R-13 raised floor insulation in wood framed floors. ❑ § 150(1): Slab edge insulation - water absorption rate < 0.3%, water vapor transmission rate < 2.0 perm/inch. FRI§118: Insulation specified or installed meets quality standards. Indicate type and form. §116-17: Fenestration Products; Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Manufactured fenestration products labeled with certified U -value, SHGC, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑ §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have closable doors, outside air intake with damper and control, and'flue damper and control; 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures ❑ §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. ❑ §150(h): Heating and/or cooling loads calculated in accordance with ASH RAE, SMACNA or RCCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. §1500): Pipe and Tank Insulation 1. Storage gas water heaters with less than 0.58 energy factor shall be externally wrapped with R-12. 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation, piping between heat source and tank insulated. 3. Insulation on the first 5' of pipes closest to water heater tank, non -recirculating systems (R4 or greater), buried or exposed piping in recirculating sections of hot water systems, cooling system piping below 55 deg F. X] '§150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICBG 1997 UMC sections 601 603; ducts insulated to a minimum installed R4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181S, or UL181 B and other applicable specified test for longevity given in 150(m). 2. Exhaust fans systems have back draft or automatic dampers. 3. Gravity ventilating systems servng conditioned space have either automatic or readily accessible, manually operated dampers. ❑ §114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no pilot or electric resistance heating. 2. System is installed with at least 36" of pipe between filter and heater, cover for outdoor pools or spas. 3. Pool system has directional inlets and a circulation pump time switch. X❑ §115: Central Furnaces, pool heaters, spa heaters or household cooking appliances have no constant pilot light. Lighting Measures §150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. XI 150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in 150(k)2.; and recessed ceiling are IC (insulation cover) approved. �EnergyPro 2.1 By EnergySoft User Number: 4845 Job Number.- Page:6 of 12 Computer Method Summary (Part 1 of 3) C -2R Yrueta Residence 10/5/00 Project Title Date 78-190 Masters ('irrlP IaQuffintq Project AddressBuilding Permit # _Mechanical Ventilation Svctems (760) 321-9216 planCheck/Date Documentation Author Telephone Computer Performance 15Field Check/Date Compliance Method (Package or Computer) Climate Zone Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 5.22 4.59 Space Cooling 41.40 35.13 Domestic Hot Water 5.52 8.71 Totals 52.13 48.43 Me Emewwwar, BUILDING GENERAL INFORMATION RTITFI1I Conditioned Floor Area: 5,161 Building Type: Single Fam Detached Building Front Orientation: (South) 180 deg Number of Dwelling Units: 1.00 Number of Stories: 1 BUILDING ZONE INFORMATION Zone Name Floor Area Volume 702 2,A 9.14 1 nig 597 OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N Wall 170 0.059 180 9.0 Wall 478 0.054 270 W) Roof 702 0 028 0 Wall 490 0.059 0 go Wall 458 0.059 —9Q —90 Wall 260 0.058 180 9Q nnor 40 0.387 180 90 Wall 650 0.059 270 90 Door 2n 0.387 270 gn Roof 2 R9.1 4028 0 0_ Wall 220 f) MA 0 90 Wall 619 0.059 go _90 Wall 222 4059 18n ill W;111 147 0.059 270 g0_ Roof 1 n3q 0.028 0 —D_ Wall 152 0 059 n _9n Wall359 0 059 go _9.0_ nnnr 20 0.387 -9Q 90 Wal 170 0.059 180 90 wall 339 0.059 270 _90 Roof 597 f) WA 0 — 0 0.62 6.27 -3.19 3.71 Floor Construction Type: X❑ Slab Floor ❑ Raised Floor Total Conditioned Volume: 51,610 Slab Floor Area: 5,161 # of Thermostat Units Zone Type Type 0_14 CnnditinnM SPthnrk 0_55 Cnri itinn .d S -tP bark _0 20_ rnnditionPri Sethnrk 0.12 Conditioned Setback Form 3 Reference Vent Hgt. Area Location / Comments EnergyPro 2.1 By EnergySoft User Number: 4845 Job Number: Page:7 of. 12 1 /:1 ■ Me Emewwwar, �� ■MA RTITFI1I �� ■ �- �� ■ �. 1 ►1 ■MOM KTATPI /:1 ■ .:I FiTAT&A :1 ■ :. . �� ■A 11111111.31 . r /�1 ■ :m$e MW ■ ■ Vent Hgt. Area Location / Comments EnergyPro 2.1 By EnergySoft User Number: 4845 Job Number: Page:7 of. 12 1 Computer Method Summary (Part 2 of 3) C -2R Yrueta Residence 10/5/00 Project Title Date FENESTRATION SURFACES # Type Area LI -Value SHGC Act. Azm. Glazing Type Tilt Location/ Comments 1_ Window--Ewnt (South) _30.0 -D"- 0-53 x.8.0_ _9.0 Dauble-Ron.MtUinted-Defautt_ _Zone 1 2 Window Left (West) 7.5 0.600 0.53 270 90 Double NonMtl Tinted Default Zone 1 3 Window Left (West) 30.0 0.600 0.53 270 90 Double NonMtl Tinted Default Zone 1 4 Window Left (West) 7.5 0.600 0.53 270 90 Double NonMtl Tinted Default Zone 1 5 Window Left (West) 10.0 0.600 0.53 270 90 Double NonMtl Tinted Default Zone 1 6 Window Left (West) 17.1 0.570 0.55 270 90 Double NonMtl Tinted Default Zone 1 7 Window Rear (North) 11.2 0.570 0.55 0 90 Double NonMtl Tinted Default Zone 2 8 Window Rear (North) 11.2 0.570 0.55 0 90 Double NonMtl Tinted Default Zone 2 6 Window Rear (North) 11.2 0.570 0.55 0 90 Double NonMtl Tinted Default Zone 2 10 Window Rear (North) 40.0 0.550 0.53 0 90 Double NonMtl Tinted Default Zone 2 11 Window Rear (North) 40.0 0.550 0.53 0 90 Double NonMtl Tinted Default Zone 2 12 Window Rear (North) 15.0 0.600 0.53 0 90 Double NonMtl Tinted Default Zone 2 13 Window Rear (RQdW _15a -.6.00 _0.53 0 _90 DoubleAmMtl_Tiate_d_Deiault_ Zone 2 14 Window Rear (North) 15.0 0.600. 0.53 0 90 Double NonMtl Tinted Default Zone 2 15 Window Rear North 15.0 0.600 0.53 0 90 Double NonMtl Tinted Default Zone 2 16 Window Rear (North) 36.0 0.570 0.55 0 90 Double NonMtl Tinted Default Zone 2 17 Window Right (East) 20.0 0.550 0.53 90 90 Double NonMtl Tinted Default Zone 2 18 Window Right (East) 13.8 0.600 0.53 90 90 Double NonMtl Tinted Default Zone 2 19 Window Right (East) 48.0 0.550 0.53 90 _ 90 Double NonMtl Tinted Default Zone 2 20 Window Right (East) 48.0 0.550 0.53 90 90 Double NonMtl Tinted Default Zone 2 21 Window Right (East) 48.0 0.550 0.53 90 90 Double NonMtl Tinted Default Zone 2 22 Window Right (East) 13.8 0.550 0.53 90 90 Double NonMtl Tinted Default Zone 2 23 Window Front (South) 2.5 0.570 0.55 180 90 Double NonMtl Tinted Default Zone 2 24 Window Front (South) 48.0 0.550 0.53 180 90 Double NonMtl Tinted Default Zone 2 25 Window Left (West) 37.5 0.600 0.53 270 90 Double NonMtl Tinted Default Zone 2 26 Window Left (West) 7.5 0.570 0.55 270 90 Double NonMtl Tinted Default Zone 2 27 Window Left (West) 7.5 0.570 0.55 270 90 Double NonMtl Tinted Default Zone 2 28 Window Left (West) 7.5 0.570 0.55 270 90 Double NonMtl Tinted Default Zone 2 29 Window Left (West) 20.0 0.550 0.53 270 90 Double NonMtl Tinted Default Zone 2 INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Interior Shade Type SHGC Exterior Shade Type SHGC Hgt. Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt. 1 Drapery 0.68 Buy Screen 0.76 5.0 6.0 2.0 0.1 2.0 2.0 2 Drapery 0.68 Bug Screen 0.76 3.0 2.5 2.0 0.1 2.0 2.0 _ 3 Drapery 0.68 Bug Screen 0.76 5.0 6.0 2.0 0.1 2.0 2.0 _ 4 Drapery 0.68 Bug Screen 0.76 2.0 2.5 2.0 0.1 2.0 2.0 _ 5 Drapery 0.68 Bug Screen 0.76 4.0 2.5 2.0 0.1 2.0 2.0 _ 6 Drapery 0.68 Bug Screen 0.76 69 2.5 2.0 01 20 2.0 _ 7 Drapery 0.68 Bug Screen 0.76 4.5 2.5 2.0 0.1 2.0 2.0 _ 8 Drapery 0.68 Bug Screen 0.76 4.5 2.5 2.0 0.1 2.0 Z.0 - _ T Drapery 0.68 Bug Screen 0.76 4.5 2.5 2.0 0.1 2.0 2.0 10 Drapery 0.68 Bug Screen 0.76 8.0 5.0 2.0 0.1 2.0 2.0 _ 11 Drapery 0.68 Bug Screen 0.76 8.0 5.0 2.0 0.1 2.0 2.0 _ 12 Drapery 0.68 Bug Screen 0.76 6.0 2.5 2.0 0.1 2.0 2.0 _ 13 Drapery 0.68 Bug Screen 0.76 6.0 2.5 2.0 0.1 2.0 2.0 _ 14 Drapery 0.68 Bug.Screen 0.76 6.0 2.5 2.0 0.1 2.0 2.0 _ 15 Drapery 0.68 Bug Screen 0.76 6.0 2.5 2.0 0.1 2.0 2.0 _ 16 Drapery 0.68 Bug Screen 0.76 3.6 10.0 2.0 0.1 2.0 2.0 _ 17 Drapery 0.68 Bug Screen 0.76 8.0 2.6 2.0 0.1 2.0 2.0 _ 18 Drapery 0.68 Bug Screen 0.76 5.6 2.5 2.0 0.1 2.0 2.0 _ 19 Drapery 0.68 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 2.0 _ 20 Drapery 0.68 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 2.0 _ 21 Drapery 0.68 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 2.0 _ 22 Drapery 0.68 Bug Screen 0.76 5.5 2.5 2.0 0.1 2.0 2.0 23 Drapery 0.68 Bug Screen 0.76 2.5 1.0 2.0 0.1 2.0 2.0 _ 24 Drapery 0.68 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 . 2.0 _ 25 Drapery 0.68 Bug Screen 0.76 5.0 7.5 2.0 0.1 2.0 2.0 _ 26 Drapee r 0.68 Bug Screen 0.76 3.0 2.5 2.0 0.1 2.0 2.0 _ 27 Drapery 0.68 Bug Screen 0.76 3.0 2.5 2.0 0.1 2.0 2.0 _ 28 Drapery 0.68 Bug Screen 0.76 3.0 2.5 2.0 0.1 2.0 2.0 _ 29 Drapery 0.68 Bug Screen 0.76 8.0 2.5 2.0 0.1 2.0 2.0 _ 2.1 By EnerovSoft User Number: 4845 Job Number: Paae:8 of 12 Computer Method Summary (Part 2 of 3) C -2R Yrueta Residence 10/5/00 Project Title Date FENESTRATION SURFACES # Type Area U -Value SHGC Act. Azm. Glazing Type Tilt Location/ Comments _3.0. Window Rear Noah) 20.0_ 0-551] _0-53 0_ _9.0 Daubleslon= Tinted_Default_ Zone 3 31 Window Rear (North) 40.0 0.550 0.53 0 90 Double NonMtl Tinted Default Zone 3 32 Window Rear (North) 20.0 0.550 0.53 0 90 Double NonMtl Tinted Default Zone 3 33 Window Right (East) 13.8 0.600 0.53 90 90 Double NonMtl Tinted Default Zone 3 34 Window Right East _ 13.8 0.600 0.53. 90 90 Double NonMtl Tinted Default Zone 3 35 Window Right (East) 7.5 0.600 0.53 90 90 Double NonMtl Tinted Default Zone 3 3E Window Right (East)_ 27.5 0.600 0.53 90 90 Double NonMtl Tinted Default ,Zone 3 37 Window Right (East) 7.5 0.600 0.53 90 90 Double NonMtl Tinted Default Zone 3 3$ Window Right (East)_ 5.6 0.570 0.55 90 90 Double NonMtl Tinted Default Zone 3 M Window Right (East)_ fz 0,570 0.55 90 90 Double NonMtl Tinted Default Zone 3 4Q Window Front (South) 48.0 0.550 0.53 180 90 Double NonMtl Tinted Default Zone 3 41 Window Left (West) 33.0 0.600 0.53 270 90 Double NonMtl Tinted Default Zone 3 _42. Window-Rear-(.N.olh) 48.0- -O-5E0 0-5 0_ ---R0 DaubleAmMtLTintesMefault_ _Zone a 43 Window Right (East) 13.8 0.600 0.53 90 90 Double NonMtl Tinted Default Zone 4 44 Window Right East 13.8 0.600 0.53 90 90 Double NonMtl Tinted Default Zone 4 45 Window Front (South) 15.0 0.600 0.53 180 90 Double NonMtl Tinted Default Zone 4 46 Window Front (South) 15.0 0.600 0.53 180 90 Double NonMtl Tinted Default Zone 4 47 Window LeftWest _ 20.0 0.570 0.55 270 90 Double NonMtl Tinted Default Zone 4 A$ Window Left (Wes) 13.8 0.600 0,53 270 90 Double NonMtl Tinted Default Zone 4 49 Window Left (West) 13.8 0.600 0.53 270 90 Double NonMtl Tinted Default Zone 4 50 Window Left (West) 13.8 0.600 0.53 270 90 Double NonMtl Tinted Default Zone 4 INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Interior Shade Type SHGC Exterior Shade Type SHGC Hgt. Wd Len Wit LExt RExt Dist Len Hgt Dist Len Hgt. 30 Drapery 0.68 Bug Screen 0.76 8.0 2.5 2.0 0.1 2.0 2.0 31 Drapery 0.68 Bug Screen 0.76 8.0 5.0 2.0 0.1 2.0 2.0 _ 32 Drapery 0.68 Bug Screen 0.76 8.0 2.5 2.0 0.1 2.0 2.0 _ 33 Drapery 0.68 Bug Screen 0.76 5.5 2.5 2.0 0.1 2.0 2.0 _ 34 Drapery 0.68 Bug Screen 0.76 5.5 2.5 2.0 0.1 2.0 2.0 _ 35 Drapery 0.68 Bug Screen 0.760 2.5 2.0 01 2.0 2.0 _ 36 Drapery 0.68 Bug Screen 0.76 11.0 2.5 2.0 0.1 2.0 2.0 _ 37 Drapery 0.68 Bug Screen 0.76 3.0 2.5 2.0 0.1 2.0 2.0 _ 38 Drapery 0.68 Bug Screen 0.76 2.3 2.5 2.0 0.1 2.0 2.0 _ 39 Drapery 0.68 Bug Screen 0.76 2.3 2.5 2.0 0.1 2.0 2.0 _ 40 Drapery 0.68 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 2.0 _ 41 Drapery 0.68 Bug Screen 0.76 5.5 6.0 2.0 0.1 2.0 2.0 _ 42 Drapery 0.68 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 2.0 _ 43 Drapery 0.68 Bug Screen 0.76 5.5 2.5 2.00.1 2.0 2.0 _ 44 Drapery 0.68 Bug Screen 0.76 5.5 2.5 2.0 0.1 2.0 2.0 _ 45 Drapery 0.68 Bug Screen 0.76 5.0 3.0 2.0 0.1 2.0 2.0 _ 46 Drapery 0.68 Bug Screen 0.76 5.0 3.0 2.0 0.1 2.0 2.0 _ 47 Drapery 0.68 Bug Screen 0.76 8.0 2.5 2.0 0.1 2.0 2.0 _ 48 Drapery 0.68 Bug Screen 0.76 5.5 2.5 2.0 0.1 2.0 2.0 _ 49 Drapery 0.68 Bug Screen 0.76 5.5 2.5 2.0 0.1 2.0 2.0 _ 50 Drapery 0.68 Bug Screen 0.76 5.5 2.5 2.0 0.1 2.0 2.0 _ EnergyPro 2.1 By EneravSoft User Number: 4845 Job Number: Paae:9 of 12 Computer Method Summary (Part 3 of 3) C -2R Yrueta Residence F2 Insulation Type Length Factor 10/5/00 Protect Title Slab Perimeter 85 0_76 0.0 0 Zone 1 Slab Perimeter _64 Date THERMAL MASS FOR HIGH MASS DESIGN Slab Perimeter 213 0_76 0.0 0 Zone 2 Area Thick. Heat Zone 3 Inside Location Type Concrete Heavyweight (sf) (in.) Cap. Cond..Form 3 Reference R -Val. Comments Concrete. Heavyweight 451 251 4_00 4_00 9$_ 28 0_98 n/a 0_98 n/a 2 0 Zone 1 / Slab on Grad Zone 1 / Slab on Grade Concrete Heavyweight 2,823 4.00 28 0.98 n/a 0 Zone 2 / Slab on Grade Concrete, Heavyweight 754 4_00 28 0_98 n/a 2 Zone 3 / Slab on Grade Concrete Heas4meight '285 4.00 28 0.98 n/a 0 Zone 3 / Slab on Grade PERIMETER LOSSES HVAC SYSTEMS Heating Equipment Type (furnace, heat pump, etc.) Minimum Distribution Type Efficiency and Location Duct Thermostat Location / FUE/HSPF)(ducts/attic, etc.) R -Value .Type Comments Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Lennox 2.5 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Lennox 5 (22) Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Lennox 4 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Lennox 2 Hydronic Piping Pipe Pipe Insul. System Name Length Diameter - Thick. Cooling Equipment F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 85 0_76 0.0 0 Zone 1 Slab Perimeter _64 0.76 0.0 0 Zone 1 Slab Perimeter 213 0_76 0.0 0 Zone 2 Slab Perimeter 110 0.76 0.0 0 Zone 3 Slab Perimeter 68 0_76 0.0 0 Zone 3 HVAC SYSTEMS Heating Equipment Type (furnace, heat pump, etc.) Minimum Distribution Type Efficiency and Location Duct Thermostat Location / FUE/HSPF)(ducts/attic, etc.) R -Value .Type Comments Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Lennox 2.5 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Lennox 5 (22) Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Lennox 4 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Lennox 2 Hydronic Piping Pipe Pipe Insul. System Name Length Diameter - Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 12.4 SEER Ducts in Attic 4.2 Setback Lennox 2.5 Split Air Conditioner 12.3 SEER Ducts in Attic 4.2 Setback Lennox 5 (2) Split Air Conditioner 12.5 SEER Ducts in Attic 4.2 Setback Lennox 4 Split Air Conditioner 12.1 SEER Ducts in Attic 4.2 Setback Lennox 2 WATER HEATING SYSTEMS Ratedl Tank Energy Fact! Water Heater Water Heater Distribution # in Input Cap. or Recovery System Name Type Type Svst. (Btu/hr) (aal) Fffiniencv 1 Tank Insul. Standby R -Value Loss M Ext. A.O. SMITH FPS -75-230 Small Gas Pipe Insulation 75.000 75 0.52 n/a 12 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS Run Initiation Time: 10/05/00 10:30:08 Run Code: 970767008 EnergyPro 2.1 By Ener ySoft User Number: 4845 Job Number Page: 10 of 12 Computer Method Summary (Part 3 of 3) C -2R Yrueta Residence 10/5/00 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete. Hea4meight 5A7 4_00 98. 0`9B n/a _0 Zone 4 / Slab on Grade PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 98 0_76 0.0 0 Zone 4 HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiencyy and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments WATER HEATING SYSTEMS Water Heater Water Heater Distribution System Name Type Tvpe Rated/ Tank Energy Facts 1 Tank Insul. # in Input Cap. or Recovery Standby R -Value Syst. (Btu/hr) (gal) Efficiency Loss (g/o) Ext. 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS Run Initiation Time: 10/05/00 10:30:08 Run Code: 970767008 EnergyPro 2.1 By EnergySoft User Number: 4845 Job Number Page: 11 of 12 r Computer Method Summary (Addendum) C2 -R Yrueta Residence 10/5/00 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The DHW System "A.O. SMITH FPS -75-230" Energy Factor= 0.520. An EF below 0.58 requires an R-12 External Blanket. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 451 sqft Covered Slab Floor, 4.00" thick at Guest 2 & 3 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 251 sqft Exposed Slab Floor, 4.00" thick at Guest 2 & 3 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 2823 sqft Exposed Slab Floor, 4.00" thick at Living, Dining, Kitchen HIGH MASS Design(see C -2R) - Verify Thermal Mass: 754 sqft Covered Slab Floor, 4.00" thick at Master HIGH MASS Design(see C -2R) - Verify Thermal Mass: 285 sqft Exposed Slab Floor, 4.00" thick at Master HIGH MASS Design(see C -2R) - Verify Thermal Mass: 597 sqft Exposed Slab Floor, 4.00" thick at Guest Suite HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS F.—M— 11W 19— Naac, 111uar uUwmcnL LIM nein vermcduon anu wagnostic testing OT inese measures on a rorm GF -6R. plan Field r . Run Initiation Time: 10/05/00 10:30:08 Run Code: 970767008 EnergyPro 2.1 By EnergySoft User Number: 4845 Job Number: Page: 12 of 12 '2-20-02;10:53AM;ANDREW PIERCE CORP. .;760+3466263 # 2/ Page 1 of 2 Read Message =Previous.. i > Next Back to: Inbox From:"Jennifer Vargas" <jennv@masco-csw.com> Q Date:2002/02/20 Wed AM 11:05:36 CST To: <ANNA.LOZANO@ANDREWPMRCECORP. COM> Subject:INSULATION CERT Reply. .;' :Reply:All Forward:: Delete: Move To:(Choose Folder) :.. . INSULATION CERTIFICATE 78-190 MASTER CIRCLE PALM DESERT Number and Street. City Riverside County Tract No lot Description of Installation Y . 1ROOF Material Brand Name Thickness (inches) Termal Resistance (R -Value) 2CEILING Batt or Blanket Type BATT Brand Name CERTAINTEED Thickness (inches) 12 Thermal Resistance (R -Value) R38 Loose Fill Typo Brand Contractor's min installed weight square ft inches Manufacturers installed weight per square foot to achieve Thermal Resistance (R -Value) 3 EXTERIOR WALL Frame Type A. Cavity Insulation Material . BATT Brand Name CERTAINTEED Thickness (inches) 51/2 Thermal Resistance (R -Value) R21 B. Exterior Foam Sheathing Material Brand Name Thickness (inches) Thermal Resistance (R -Value) 4 FLOOR OVER GARAGE AREA Material Brand Name Thickness (inches) Thermal Resistance (R -Value) 5 SLAB FLOOR/PERIMETER ° Material Brand Name Thickness (inches) Thermal Resistance (R -Value) 6 FOUNDATION Material Brand Name Thickness (inches) Thermal Resistance (R -Value) Declaration http://206.46.164.33:81/cgi=bin... /AppLogic+mobmairi?msgvw=INBOXMN382DELIM107 02/20/2002- 2 REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY . 37630 Medjool Ave. '.Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED O REINFORCED CONCRETE O STRUCT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE O ASPHALT ❑ REINFORCED MASONRY ❑ FIRE PROOFING ❑ �_o YIOTHER 1 •`� _ Q `�•/ JOB LOUT ` , l " `/� • MU!R.E"PERMIT1 REPORT SEQUENCE NO. TYPE kF STR 6O ^ Z5 T5 7-E,9- ^� DAV OF WEEK MATERIAL DESCRIPTION ARCHITECT/ NRS. CHARGED ENGINCO t4 C,OKC�� ASSISTANTS HRS. CHARGED INSPECTION DATE GENERAL SUB (�-CONTRACTOR CONTRACTOR A Njw, e(�� TM To P,- au r+ T12S11?4 2a 1"D A L ®fJ !o X % &Loe—V-S 'CON-! k COPY SENT TO.CLIENT ❑ CONTINUED ON NEXT PAGE O - PAGE OF CERTIFICATION OF COMPLIANCE Q� I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MV j, KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE S AT E OF REGISTERED SPECTOR NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED Q I .-� G��9 PLANS. SPECIFICATIONS. AND APPLICABLE, SECTIONS . OF THE ' GOVERNING BUILDING LAWS. bAfE OF REPORT. REGISTER NUMBFR w PROTO 11Tm WALL SYSTEMS SPECIAL DEPUTY INSPECTION FORM Direct Tension Indicator (DTl, coWessible washer) Method of Inspection .Andlor Torque Method of kvw. ion DATE OF DEPUTY INSPECTION .IDLY 17,2001 As an accredited and certified Special Deputy Inspector of Proto IIT" Wall Systems, I/we TANDYS INSPECTION SERVICE Hereby witnessed and certified the torquing of the post -tension rods to 6,000 lbs. Via visual inspection of the DTT, verifying collapse of the tabs (no light leaks between the DTI tabs and bottom of/i ' nut) OR by witnessing and certifying the torquing of the rods to 6,000 lbs. Via a calibrated torque wrench set to 55 ft/lbs. Building/Owner ANDREW PIERCE A. Installer J r SS tr S ►�l N T O ,S B. Street Location. Project name or tract number 78195 MASTERS CIRCLE LA QUTNTA, CA. C. Wall System Description (block and product used and height) Block Used 6X8X16 Gray Interlock Height 6' D. Visual inspection of mortor integrity. Acceptable: Yes E. Length of Wall 300' LF Rods @ 6' _ O.C. (is rod spacing and location correct per the PDS for this project') ;- Yes G. Are threads, plates lubricated and plates bearinlg.on three block surfaces? Yes Wall approved by Special Deputy Inspector Q4� Deputy inspector to distn-bute a copy to: - vErg mne t orBuitding and Safety (if required) Prato -IIT" Wall Systems (NDC) BuiklerlDevc:loper Prato- TT r"' Installer Id WdLT : L0 T007 -ST I nr " HO�iEr39�Ei9Z 'ON ?!Hd bl0cld ti JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 SPECIAL' • Fax (760) 772-7193 REGISTERED INSPECTOR'S WEEKLY REPORT Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE CT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE ❑ ASPHALT ❑ REINFORCED MASONRY ❑ FIRE PROOFING ❑ IS -44b -!�q �pTHER � ��p o1 lJ" W C� JOB LOCATION l� �` ��/� V En. �') wA J�^ ;j REPORT SEQUENCE NO. TVP U RE u Tri ip PERMIT PERMIT NO. D �' DAY OF WEEK MATERIAL DESCRIPTIONA' ^ i m V� ARCHITECT INS. CTOR ^�`"�' HRS. CHARGED ENGINEER ASSISTANTS HRS. CHARGED INSPECTION DATE _ GENERAL SUB CONTRACTOR --Pi�.��-CONTRACTOR-��-��G' 1�� L �L/��y �i✓ G ro X 3 8 soDp e ego 0c� AV Ckcu L-B�-G� Lac 9- a66. 107 • COPY SENT TO CLIENT ❑ UED ON NE.XT'PAGE 0 - PAGE OF CERTIFICATION OF COMPLIANCE \ I HEREBY CERTIFY THAT, I HAVE INSPECTED TO THE BEST OF MV SIONAYURE OF REGISTERED I PECTOR KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE TED. I HAVE NOFOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. DATt Ck REPORT REGISTER NUMBER loir AH 2' 81. ;p HDR R: 1. HA N E GINE R,US W. -r4 II oeo0oc d m II HqJ.L. . .............. . N ENGINEERED `fRUSSES `Y Z AAAA''# :.. J- k 2 2.. m 4r1 :4 J AWN BE'A ' 42 RESA E . ___- - `Y Z AAAA''# :.. J- a ROOF LINE . . : . . S. . . . . . . . . . . AM iii STRUCTURAL DESIGN CALCULATIONS FOR Carlos Yrueta Residence Traditions Lot 75, Tract 28867 La Quinta, California TABLE OF CONTENTS Section 1 -- General Section 2 -- Gravity Load Analysis Roof Support Beams Section 3 -- Lateral Load Analysis North South Direction - Grid Lines 1 thru 7 East West Direction -- Grid Lines A thru P —""S ce tion 4 -- Connections No. ?° - S2654 Enp.8J01 * . Prepared By: Q. Concorde Consulting Group, Inc OF CA 9340 Fuerte Drive # 200 La Mesa, CA 91941 „S Revision: o Dated: 7i4i00 For: Plan Check —7 Z5 I q CITY O F LA QUI NTA yzi BUILDING &SAFETY DEPT. APPROVED FOR CON` �; DATE BY SECTION 1 -- GENERAL (LOADS, CODES, MATERIALS AND SPECIFICATIONS) A. Gravity Loads Roof Dead Loads = 24.00 psf Roof Live Loads = 20.00 psf B. Lateral Loads -- SEISMIC Seismic Design Base Shear (1997 UBC Section 1630.2. 1) Zone Factor = 0.4 Seismic Coeff, Ca = 0.44 Na Near Source Na Coefficient R (1997 UBC Table 16-N) Light bearing walls R• = 4.5 Cantilevered Cols, R = 2.2 Load divisor = 1.4 Seismic Shear, V = (2.5 Ca/R)W _ (2.5x0.44x1.1/4.5) W V shear walls = 0.269 W V cantilevered cols " = 0.550 W Design V shear wall= (0.269/1.4) W = 0.193 W Design V cantileverd= (0.550/1.4) W = 0.392 W - C. Lateral Loads -- WIND Wind Speed = 80 mph Basic Wind Pressure : 16.4 psf Exposure = C Factor, Ce = 1.13 Factor, Cq = 1.3 Factor, I = 1 Effective Wind Pressure= gxCgxCexl = 16.41.13x1.3x1.0 = 24.09, say 24.0 psf D. Code: 1997 UBC CODE E. Soils Parameters provided by: using code default limits (soil report not available) q (allowable) 1000 psf F. Material Parameters Steel Structural Steel Shapes/Plates ASTM A36 Structural Tubes ASTM A-500, Grade B Structural Pipes ASTM A-53, Grade B G. Concrete/Masonry Normal Weight fc (28days) 2500 psi Masonry fm 1500 psi H. Lumber Lumber Douglas Fir Larch # 2 Manufactured Items Truss Joist TJIfTJL/TJW/Parallam I. BOLTS Typical ASTM A-307 High Strength ASTM A-325 only when noted , J. WELDING Typical E-70XX electrodes BEAM LOAD TABLES BASED ON BUILDING AND FRAMING GEOMETRY Roof Dead Load = 24 psf; Roof Live Load 20 psf BEAM LOAD TABLES BASED ON BUILDING AND FRAMING GEOMETRY Roof Dead Load = 24 psf; Roof Live Load = 20 psf �■mm��< <- imp-��.® LOADINGS eD B— so S ;.. .rte _(\5'.• - 6- c Z 11Z , S ;.. .rte _(\5'.• - Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yueta Lot 75, Traditions B3 Prepared by: KMK Date: 7/05/00 BeamChek 2.2 Choice 5-118x 12 GLB 24F44 DF/DF ' BASE Fb = 2400 ADJ Fb = 3000 Conditions Data Attributes Actual Critical Status Ratio Values Adiustments min rseanng Area K1= 6.5 int R2= 6.5 int DL Defl 0.10 in Suggested Camber 0.16 in Beam Span 11.0 ft Reaction 1 4196 # Reaction 1 LL 1870 # Beam Wt per ft . 14.94 # Reaction 2 4196 # Reaction 2 LL 1870 # Beam Weight 164 # Maximum V 4196 # . Max Moment 11540'# Max V (Reduced) 3433 # TL Max DO L / 240 TL Actual DO L / 699 LL Max Defl L / 360 LL Actual Defl ' L/>1000 Section in' Shear int TL Defl in LL DO 123.00 61.50 0.19 0.08 46.16 21.68 0.55 0.37 OK OK OK OK 38% 35% 34% 23% oa auaUniaua.any auucu u1U Uedm Seli-Welgni Into the calculations. Loads Uniform TL: 748 =A Uniform LL: 340 ' Uniform Load A R1 = 4196 R2 = 4196` SPAN= 11 FT Uniform and partial uniform loads are lbs per lineal ft. I'D (psi) i`v (psi) E (psi x mil) Fc -L (psi) Base Values 2400 190 1.8 650 Base Adjusted 3000 238 1.8 650 Cv Volume 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use oa auaUniaua.any auucu u1U Uedm Seli-Welgni Into the calculations. Loads Uniform TL: 748 =A Uniform LL: 340 ' Uniform Load A R1 = 4196 R2 = 4196` SPAN= 11 FT Uniform and partial uniform loads are lbs per lineal ft. Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yueta Lot 75, Traditions B7 Prepared by: KMK Date: 7/05/00 BeamChek 2.2 Choice 5-1/8x 15 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 2948 Conditions Data Attributes Actual Critical Status Ratio Values Adjustments min bearing Area R1= 7.7 in` R2= 7.7 int DL Defl 0.39 in Suggested Camber 0.59 in Beam Span 20.0 ft Reaction 1 5027 # Reaction 1 LL 2200 # Beam Wt per ft 18.68 #. Reaction 2 5027 # Reaction 2 LL 2200 # Beam Weight 374 # Maximum V 5027 # Max Moment 25134'# Max V (Reduced) 4398 # TL Max DO L / 240 TL Actual DO L / 345 LL Max DO L / 360 LL Actual DO L / 787 Section in' Shear int TL DO in LL Defl 192.19 76.88 0.70 0.30 102.30 .27.78 1.00 0.67 OK OK OK OK • 53% 36% 70% '46% ovalln,11Cr, nab autumaucany aaaea cne oeam sett -weight into the calculations. Loads Uniform TL: 484 =A Uniform LL: 220 - 1 - Uniform Load A 0 R1 = 5027 R2 = 5027 SPAN = 20 FT Uniform and partial uniform loads are lbs per lineal ft. Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 2400 190 1.8 650 Base Adjusted 2948 238 1.8 650 Cv Volume 0.983 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use ovalln,11Cr, nab autumaucany aaaea cne oeam sett -weight into the calculations. Loads Uniform TL: 484 =A Uniform LL: 220 - 1 - Uniform Load A 0 R1 = 5027 R2 = 5027 SPAN = 20 FT Uniform and partial uniform loads are lbs per lineal ft. c � � Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yueta Lot 75, Traditions 813/14 Prepared by: KMK Date: 7/05/00 BeamChek 2.2 Choice 5-1/8x 15 GLB 24F -V4 DF/DF BASE .Fb = 2400 ADJ Fb = 2920 Conditions . Min Bearing Area R1= 7.8 int R2= 7.8 in' DL Defl 0.52 in SuaaPStPd Camhar •n 7Q in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 22.0 ft Reaction 1 5045 # Reaction 1 LL 2200 # Beam Wt per ft 18.68 # Reaction 2 5045 # Reaction 2 LL 2200 # Beam Weight 411 # Maximum V 5045 # Max Moment 27750'# Max V (Reduced) 4472 # TL Max DO L/240 TL Actual DO L / 284 LL Max Defl L / 360 LL Actual Defl L/651 erection in-) Shear(in') TL DO in LL Defl 192.19 76.88 0.93 0.41 114.03 28.25 1.10 0.73 OK OK OK OK 59% 37% 85% 55% , G7UOI I V-! ICK nay auiomaucany aaaea the beam self -weight into -the calculations. Loads Uniform TL: 440 =A Uniform LL: 200 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 2400 190 1.8 650 Base Adjusted 2920 238 1.8 650 Cv Volume 0.973 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use G7UOI I V-! ICK nay auiomaucany aaaea the beam self -weight into -the calculations. Loads Uniform TL: 440 =A Uniform LL: 200 R oil Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yueta Lot 75, Traditions B32 Prepared by: KMK Date: 7/05/00 BeamChek 2.2 . Choice 5-1/8x 15 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 2996 Conditions Min Bearing Area R1= 8.3 int R2= 8.3 int DL DO 0.26 in Sunnactari (nmhar n zQ i. Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 17.0 ft Reaction 1 5395 # Reaction 1 LL 2380 # Beam Wt per ft 18.68 # Reaction 2 5395 # Reaction 2 LL 2380 # Beam Weight 318 # Maximum V 5395 #. Max Moment 22928'# Max V (Reduced) 4601 # TL Max DO L / 240 TL Actual DO L/444 LL Max DO L / 360 LL Actual Defl L/>1000 oection in - Shear ins TL Defl in LL DO t 192.19 76.88 0.46 0.20 91.82 29.06 0.85 0.57 OK OK OK OK 48% 38% 54% 36% �Va111�lcn ices auiomaacany aaaea the beam selt-weight into the calculations. Loads Uniform TL: 616 =A Uniform LL: 280 Uniform Load A R1 -5395 R2 = 5395 SPAN = 17 FT Uniform and partial uniform loads are lbs per lineal ft. ro tpsil ry (psi) E (psi x mil) Fc (psi) Base Values 2400 190 1.8 650 Base Adjusted 2996 238 1.8 650 Cv Volume 0.999 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use �Va111�lcn ices auiomaacany aaaea the beam selt-weight into the calculations. Loads Uniform TL: 616 =A Uniform LL: 280 Uniform Load A R1 -5395 R2 = 5395 SPAN = 17 FT Uniform and partial uniform loads are lbs per lineal ft. Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yueta - Lot 75, Traditions B49 Prepared by: KMK Date: 7/05/00 BeamChek 2.2 Choice 6x 8 DF -L #2 BASE Fb = 700 AN Fb = 875 Conditions '91 NDS Data Attributes Actual Critical Status Ratio Values Adjustments Loads iwin rseanng Area K1= 3.4 ins R2= 3.4 in DL Defl 0.05 in Beam Span 6.0 ft Reaction 1 2142 # Reaction 1 LL' 960 # Beam Wt per ft 1.0.02 # Reaction 2 2142 # Reaction 2 LL 960 # Beam Weight 60 # Maximum V 2142 # Max Moment 3213'# Max V (Reduced) 1696 # TL Max Defl- L / 240 TL Actual Defl L / 871 LL Max Defl L / 360 LL Actual Defl L/>1000 bection(,in') Shear(in') TL Defl in LL Defl 51.56 41.25 0.08 0.04 44.07 23.94 0.30 0.20 OK OK OK OK 85% 58% 28% 19% ot;d111U116K nas automaticaq aooed the beam self -weight into the calculations. Uniform TL: 704 =A Uniform LL: 320 ro (psi) ry (psi) E (psi x mil) Fc -L (psi) Base Values 700 85 1.3 625 Base Adjusted 875 106 - 1.3 - 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 ' Cr Repetitive Ch Shear Stress Cm Wet Use ot;d111U116K nas automaticaq aooed the beam self -weight into the calculations. Uniform TL: 704 =A Uniform LL: 320 Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yueta Lot 75, Traditions B50 Prepared by: KMK . Date: 7/05/00 BeamChek 2.2 Choice 5-1 /8x 15 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 3000 Conditions - Data Attributes Actual Critical Status Ratio Values Adiustments uca�u,y �1cc R i- a.o ur mzc u.o m- LJL UeT1 u.lu In suggested camber 0.15 in Beam Span 13.0 ft Reaction 1 3751 # Reaction 1 LL 1698 # Beam Wt per ft 18.68 # Reaction 2 3751 # Reaction 2 LL 1698 # Beam Weight 243 # Maximum V 3751 # Max Moment 15624'# Max V (Reduced) .3233 # TL Max Defl L / 240 TL Actual Defl L / 853 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear int TL Defl in LL Defl 192.19 76.88 0.18 0.08 62.50 20.42 0.65 0.43 OK OK OK OK 33% 27% 28% 20% oeaml-neK nas automatically added the beam self -weight into the calculations. Loads Uniform TL: 396 =A Uniform LL: 180 Point LL Point TL Distance 1056 B = 2112 6.5 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 2400 190 1.8 .650 Base Adjusted 3000 238 1.8 650 Cv Volume 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use oeaml-neK nas automatically added the beam self -weight into the calculations. Loads Uniform TL: 396 =A Uniform LL: 180 Point LL Point TL Distance 1056 B = 2112 6.5 Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yueta Lot 75, Traditions B56 Prepared by: KMK Date: 7/05/00 BeamChek 2.2 Choice 5-1/8x 12 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 3000 Conditions Min Bearing Area R1= 4.4 inz R2= 4.4 int DL Defl 0.15 in Suaaested Camher n 2s In Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 14.0 ft Reaction 1. 2877 # Reaction 1 LL . 1260 # Beam Wt per ft 14.94 # Reaction 2 2877 # Reaction 2 LL 1260 # Beam Weight 209 # Maximum V . 2877# Max Moment 10068'# Max V (Reduced) 2466 # TL Max Defl L/240 TL Actual Defl L/629 LL Max DO L / 360 LL Actual DO L / >1000 sectionon-) Shear(in-) TL Defl in LL DO 123.00 61.50 0.27 0.12 40.27 15.57 0.70 _ 0.47 OK OK OK OK 33% 25% 38% 25% ocaiiMAIUK nab automaticaq aaaea the beam self -weight into the calculations. Loads Uniform TL: 396 =A Uniform LL: 180 ro tpsil ry (psi) L (psi x mil) Fc! (psi) Base Values 2400 190 1.8 650 Base Adjusted 3000 238 1.8 650 Cv Volume 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use ocaiiMAIUK nab automaticaq aaaea the beam self -weight into the calculations. Loads Uniform TL: 396 =A Uniform LL: 180 ey Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yueta Lot 75, Traditions B68 Prepared by: KMK Date: 7/05/00 BeamChek 2.2 Choice 5-1/8x 12 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 3000 Conditions Min Bearing Area R1= 4.0 int R2= 4.0 int DL Defl 0.09 in Sua[]PStPH Camhpr n 1z in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 12.0 ft Reaction 1 2598 # Reaction 1 LL 1140 # Beam Wt per ft 14.94 # Reaction 2 2598 # Reaction 2 LL 1140 # Beam Weight 179 # Maximum V 2598 # Max Moment 7793'# Max V (Reduced) 2165 # TL Max Defl L / 240 TL Actual DO L / 949 LL Max Defl L/360 LL Actual Defl L/>1000 oecuon in - Shear in' TL DO in LL Defl 123.00 61.50 0.15 0.07 31.17 13.67 0.60 0.40 OK OK OK OK 25% 22% 25% _ 17% neamuneK nas automatically added the beam self -weight into the calculations Loads Uniform TL: 418 =A Uniform LL: .190 Uniform Load A • 0 R1 = 2598 R2 = 2598 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. r� tpsi) ry (psi) E (psi x mil) Fc � (psi) Base Values 2400 190 1.8 650 Base Adjusted 3000 238 1.8 650 Cv Volume 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress ' Cm Wet Use neamuneK nas automatically added the beam self -weight into the calculations Loads Uniform TL: 418 =A Uniform LL: .190 Uniform Load A • 0 R1 = 2598 R2 = 2598 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. DETERMINATION OF SEISMIC INTERACTION PARAMETERS FROM ATTACHED FAULT LINE MAP: Distance to nearest fault line = 8 miles or 1'Z• $ kilometers FOR TYPE A SOURCE, THE UBC TABLE 16-S GIVES: Na = I o at a distance of 10 km a r m �� FOR TYPE A SOURCE, THE UBC TABLE 16-S GIVES: Na = • I at a distance of S km HENCE, THE INTERPOLATED VALUE OF Na = 1 • o VALUE USED IN DESIGN FOR Na = . .;;, . ,_ l; ywosd 1=:cult R . rr: ei;;: ".Y` ,,' •• Nea Rauh " • . 4..:Ldq 14 Sian Like Ilk O. 5i;l4,N1V(` J..%p OF STAVE OF;C1,1FORiNIA @ 1 ...... abJt —,.„ ' r...•.: - C)F'F'I(:'!: t: F 1•?1-:'LNNI.YG & RESEARCH . ., , • ' s SCRAN1F1 TC , C; 1..,IFORNI.A S, IR L tq rikoo It. P Sc LI. 1" _ 70.0 miles I SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of TributaryAreas: Tributary Width = Z 1512 ft Tributary Length = ITU ft Tributary Area = l dua' sq. ft , Contributing Dead Load = Z 4- psf Tributary Dead Load = '2 4, uTO lbs or ZW • p kips Contributing Wall Length within area = 1 Uv ,ft ' Estimated Wall Height = l o ft Total Wall Area = I cvv sq ft Contributing Dead Load = 10 ' psf Wall Dead Load = I n t O lbs or o kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS + 1 o ps' Seismic Force, V = • 193 x 34. = ' 6 S 6 kips RESISTING ELEMENTS SUMMARY , 4•5,t s+I.Vt 6"Is 4-? 1+ Type A : Shear Walls Shear Wall Length = y ft 6-r6 �--- Force in Shear Wall = kl ips1ft Type B : Cantilevered Columns T1'C Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE Z (ALL GRID LINES ARE SHOWN .ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: fru- p Tributary Width Tributary Length = 1.�.► • o ft Tributary Area = l}.I 0 sq. ft Contributing Dead Load = Z t+ psf Tributary Dead Load = 9 $ (}.0 lbs or q , g kips Contributing Wall Length within area = 4o ft Estimated Wall Height = ft Total Wall'Area W sq ft Contributing Dead Load + o psf . Wall Dead Load = WO lbs or (f - 0 kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS 9 'S 4 = 13•$ (kips = Seismic Force, V= 1 3 x 13 S= Z. 6 6 kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = 9 -_7 ft -Z G 6 o Force in Shear Wall = kips/ft wo u Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips TV - Vertical Vertical Load per column kips . (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE Z/ ?" Z (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: TributaryWidth = ZS'2 l ft TributaryLength = Z71-0 ft Tributary Area = 2'7 sq. ft Contributing Dead Load = 2(t psf Tributary Dead Load = G G vfl lbs or G• 6 kips Contributing Wall Length within area = 3 a ft Estimated Wall Height = 1 v ft Total Wall Area cra sq ft Contributing Dead Load IQ psf Wall Dead Load = 3 cnrO lbs or 3-o kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS kl ips Seismic Force, V = 393x9 6 _ 3 77 kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = ft Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = -z_ $ S Lateral Load per column = 3'%2k� ips Vertical Load per column = kips (Based on Tributary area for column) Gx6x 3!� TS C�`y'"Z�� _ 050 Q'� SEISMIC DRIFT CALCULATIONS BASED ON UBC 1997 SECTION 1630.9 AND ALLOWABLE STRESS DESIGN FOR CANTILEVERED COLUMNS AT GHRAAIC (,gs Allowable Lateral Load on column : = kips s c'e am ti R 1D L ; N C Z Z� Column Height = 10 ft or 120 inches Z- 9 QW10 ' Elasticity Modulus, E __ Moment of Inertia, 1 = 41.6 in ** 4 Lateral drift = P * I**3/ (3 * E * I) = 1' zq crvu x l}1 6� (ASD) _ 0.&% inches Seismic Deflection 1.4 * (ASD Lateral Drift) Using R = Z•2 from Table 16-N of UBC 1997, Estimated maximum drift = 0.7 * R * (ASD Lateral Drift) x2 2,7- 1 22_ inches Allowable Maximum drift = 0.025 * Column height (per UBC Section 1630.9.2) This is less than Maximum allowed HENCE: ►/'ection Selected is OK as designed Section Selected is OK using Exception # 1 of UBC Section 1630.10.2 Must increase moment of inertia of typical column • 1 : . www.. 1 tws'W V r SEISMIC LOAD CALCULATIONS FOR GRID' LINE S (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width )8•0 ft Tributary Length 519-0 ft C A va-) Tributary Area = G S 4 sq. ft Contributing Dead Load Z ttr psf Tributary Dead Load I G 416 lbs or G L kips Contributing Wall Length within area = so ft Estimated Wall Height = 10 ft Total Wall Area g cA sq ft Contributing Dead Load = Id psf Wall Dead Load = g lbs or ) 6 . W } = 2 {• . kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = lops Seismic Force, V= 1 g 3 x 2 4 y: i kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls / U Shear Wall Length = o g ft Force in Shear Wall kips/ft j „ c o ►-l►- iw"' ` i 2.0 Type B : Cantilevered Columns Number of Columns Lateral Load per column = kips d1L Vertical Load per column = kips (Based on Tributary area for column) Cr-, o i ` 7, SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: 8•S Tributary Width ft Tributary Length I -T- a ft Tributary Area = 1'Z $ sq. ft Contributing Dead Load z psf Tributary Dead Load = 3 ° r" lbs or 3 O Co kips Contributing Wall Length within area = -50 ft Estimated Wall Height = 10 ft Total Wall Area S vo sq ft Contributing Dead Load = 10 psf Wall Dead Load = S caro lbs or S kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = 3 '0 +S r kips Seismic Force, V=• 1 g 3 rizz1 S C kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls -Shear Wall Length = 1S- ft 1 Syo/ IS Force in Shear Wallkil ps/ft Type B : Cantilevered Columns Number of Columns Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) 0 SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Iv -s Tributary Width Tributary Length = SS ft Tributary Area = S7$'sq. ft Contributing Dead Load = . , psf Tributary Dead Load = 13 $ 6 O lbs or 1-b 8 6 kips Contributing Wall Length within area = 1 W ft Estimated Wall Height = 1 o ft Total Wall Area = IauQsq ft Contributing Dead Load = 1 o psf Wall Dead Load = 1 aato lbs or 10 kips 13 gG+co = 2.3•$0 TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V t 93 r 23 8G kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls 13 - Shear Wall Length = Z G Sft V vU J26 S < 360 Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = Lateral Load per column kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width I ft Tributary Length O ft Tributary Area = 3 5 7 sq. ft Contributing Dead Load = psf Tributary Dead Load = g56$ lbs or 8.6 kips Contributing Wall Length within area = So ft Estimated Wall Height to ft Total Wall Area = 00 sq ft Contributing Dead Load = to psf Wall Dead Load = S' lbs or S' kips & 6+5; X36 TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS kips Seismic Force, v = ` 3 3 6 = Z ` 6 Z- kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = 16 ft z 6io I (Z Force in Shear Wall= kl ips/ft Type 8 : Cantilevered Columns Number of Columns = Lateral Load per column kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE 0 (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING)' Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width ft Tributary Length = 1 D ft Tributary Area 1')-'+2- sq. ft Contributing Dead Load psf Tributary Dead Load = Z9820 lbs or 2 g • $ kips Contributing Wall Length within area = + cv ft Estimated Wall Height = 10 ft Total Wall Area = I caro sq ft Contributing Dead Load 10 psf Wall Dead Load 10WO lbs or I kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V_' 1 ° 3 x g g= 7 G$ kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = 117 S—ft ( :8 d 1 w,)—r G S 3 p Force in Shear Wall= k+ ipsift Type B : Cantilevered Columns • . Number of Columns = Z x 4 °1 C Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) V • ', Z- 1-' D 5 A i, , 7 SECTION 4 -- CONNECTIONS ALL WOOD CONNECTORS SHALL BE SIMPSON OR APPROVED EQUAL ALL ANCHOR BOLTS, HOLDDOWNS AND DOWELS SHALL BE IN PLACE AND INSPECTED ACCORDING TO LOCAL BUILDING REGULATIONS CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR TRUSS COMPONENTS AND STEEL MEMBERS DETERMINATION OF SEISMIC INTERACTION PARAMETERS FROM ATTACHED FAULT LINE MAP: Distance to nearest fault line = g miles or i z• kilometers FOR TYPE A SOURCE, THE UBC TABLE 16-S GIVES: Na = I o at a distance of 10 km FOR TYPE A SOURCE, THE UBC TABLE 16-S GIVES: Na = j at a distance of S km HENCE; THE INTERPOLATED VALUE OF Na 1 0 VALUE USED IN DESIGN FOR Na = I 1 SEISMIC LOAD CALCULATIONS FOR GRID LINE D (ALL GRID LINES ARESHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width = 20f2 ft Tributary Length 1w ft . Tributary Area = I sq. ft Contributing Dead Load -14- psf Tributary Dead Load = 4, cera- lbs or Z1 o kips Contributing Wall Length within area = .U't ft Estimated Wall Height = to ft Total Wall Area 1 ova sq ft Contributing Dead Load = to psf Wall Dead Load . I TWO lbs'or 10 kips _ 14 1G TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = ZW + 1 o kips Seismic Force, V = • t 93 x 34 = 6 S.6 kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = F ft s Z Force in Shear Wall kl ips/ft Type B : Cantilevered Columns Qx, Number of Columns = . Lateral Load per column kips Vertical Load per column = kips .(Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE 2 (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination, of Tributary Areas: Tributary Width = `� ��2ft Tributary Length Lo. o ft Tributary Area = 4.► O sq: ft Contributing Dead Load = �` t}, psf Tributary Dead Load = $ (+0 lbs or g kips Contributing Wall Length within area ft Estimated Wall Height Q ft Total Wall Area = 14 w sq ft Contributing Dead Load = lo psf Wall Dead Load = 4 vav lbs or 1+ O kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS ("kips Seismic Force, V 2 6 6 kips RESISTING ELEMENTS SUMMARY Type A Shear Walls Shear. Wall Length = 9 i 5� ft -z 6 6 n 9 :7. 72 Force in Shear Wall = kips/ft wo-u Type B: Cantilevered Columns 3 6 0 Number of Columns = Lateral Load per column = kips TV' Vertical Load per column kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE Z/ (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: , Tributary Width ZSf2 (ft Tributary Length = -2-1-0 ft Tributary Area = 2.7 sq. ft Contributing Dead Load = 2(- psf Tributary Dead Load = 6G vD lbs or G• G kips Contributing Wall Length within area = 3 ft Estimated Wall Height = 1 v ft Total Wall Area = 3 4" sq ft Contributing Dead Load = 10 psf Wall Dead Load = 3 lbs or 3-0 kips 9.6 TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS 6 6 t j (kips . Seismic Force, V = 3°13x9 G = 3 ?7 kips RESISTING ELEMENTS SUMMARY Type A ; Shear Walls Shear Wall Length ft Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = Z" Lateral Load per column = 3 7 2kt (Tips Vertical Load per column = kips (Based on Tributary area for column) _ G xG x 3J TS. -2-SO oso ' SEISMIC DRIFT CALCULATIONS BASED ON UBC 1997. SECTION 1630.9, AND ALLOWABLE STRESS DESIGN FOR CANTILEVERED COLUMNS 6 T Gf 2H E , Allowable Lateral Load on column' = kips pe o M Column Height = I(D ft or 120' inches Elasticity Modulus, E _ k Moment of Inertia, I 41.6 in ** 4 3 Lateral drift = P * 1**3/ (3 ' E * I) Q (ASD) 0 inches Seismic Deflection 1.4 * (ASD Lateral Drift) Using R = 2.•2— from Table 16-N of UBC 1997, Estimated maximum drift = 0.7 * R * (ASD Lateral Drift) I,2'L inches Allowable Maximum drift = 0.025 * Column height (per UBC Section, 1630.9.2' This, is less than Maximum allowed HENCE: ✓Section Selected is OK as designed Section Selected is OK using Exception # 1 of UBC Section 1630.10:2 Must increase moment of inertia of typical column SEISMIC LOAD CALCULATIONS FOR GRID LINE 2 " 7 (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width = 18.a ft Tributary Length = S8.0 ft C .Ava.) -Tributary Area G S 4 sq. ft Contributing Dead Load = 2(+ psf Tributary Dead Load .= G '+I G lbs 'or IG- l}. kips Contributing Wall Length Within area = ffi© ft - Estimated Estimated Wall Height 10 ft „ Total Wall Area = 2 03 sq ft Contributing Dead Load Ic) psf Wall Dead Load = $ lbs or kips 2 TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = . kips Seismic Force, V = 1 q3 yA(+ kips RESISTING ELEMENTS SUMMARY Type A Shear Walls 7 W JI U g U P Shear Wall Length = o gft Force in Shear Wall = kips/ft x,20 Type B : Cantilevered Columns 7 eA Number of Columns = Lateral Load per column kips . Vertical Load per column, = kips (Based on Tributary area for column) Cc< -3, SA SEISMIC LOAD CALCULATIONS FOR GRID LINE S' - (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the -contributing Shear Force Determination of TributaryAreas: 8'S_ Tributary Width 17/2ft -Tributary Length = ' S o .ft Tributary Area 12 $ sq. ft Contributing Dead Load = a . psf Tributary Dead Load = _ 3 6 o lbs or 3 O Co kips Contributing Wall Length within area = So ft Estimated Wall Height = ► o ft Total Wall, Area S w sq ft Contributing Dead Load = 10 psf Wall Dead Load lbs or 5" kips TOTAL DEAD LOAD FOR_SEISMIC CALCULATIONS = 3 '.v +S ' kips Seismic Force, V (i• kips RESISTING ELEMENTS SUMMARY Type A Shear Walls Shear Wall Length = 1S -a ft 1 Sc ol s vo Force in .Shear Wall = kips/ft Type 8 : Cantilevered Columns Number of Columns Lateral Load per column kips Vertical Load per column = kips (Based on'Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary: areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width = 2'l2 t _ Tributary Length = SS' ' ft Tributary Area = S'7$"sq. ft Contributing Dead Load = c} psf Tributary Dead Load. 'S $ 6 O lbs or 13 85 kips Contributing Wall Length within area = 1 W ft . Estimated Wall Height = 10 ft Total Wall Area = lts"q ft Contributing Dead Load •= 10 psf Wall Dead Load lbs or {o kips +to TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V 1.93 ri Z3. 8G = L r• ( kips RESISTING ELEMENTS SUMMARY Type A: Shear Walls GShear Wall Length = Z 16Q Force in Shear Wall kipsift Type B :, Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column kips (Based on Tributary area for column) a SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force 'Determination of Tributary Areas: 17- 0 34J2 r ft r - Tributary Width = Tributary Length = -ZS- o ft _ Tributary Area = 3 sq. ft Contributing Dead Load = psf Tributary Dead Load lbs or 9, b ' kips Contributing Wall Length within area = Sv ft Estimated Wall Height = I v .ft Total Wall Area = sq ft Contributing Dead Load ._ 10 psf Wall Dead Load = ` lbs or '. kips TOTAL DEAD LOAD FOR SEISMIC.CALCULATIONS kips Seismic Force, v = 13 ,i 13 6 = Z ' Z kips RESISTING ELEMENTS SUMMARY- UMMARYType TypeA : Shear Walls Shear Wall Length Force in Shear Wall= kl ips1ft Type B : Cantilevered Columns Number of Columns Lateral Load percolumn kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force . • Determination of Tributary Areas: _ Tributary Width = 3 S 12 7 Tributary Length = 1 ft Tributary Area = 2y 2 sq. ft Contributing Dead Load = _ Z y psf ' Tributary Dead Load = ` = -lbs or z G $ kips Contributing Wall Length within area = - t T ft Estimated Wall Height ► o ft ` Total Wall Area = I cs ro sq ft Contributing Dead Load = ca psf . Wall Dead Loa_ d I css lbs or' 10 kips 3q $ TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V ' 1 ° 3 q . i _ 7 $ kips ' RESISTING ELEMENTS SUMMARY,' Type A : Shear Walls Shear Wall Length = I 1 S ft 11 75 G — Force in Shear Wall = ' _ k ips/ft 'b v_-L_P1' w Qvdp Type B:. Cantilevered Columns ' Number of Columns = " 0 Lateral Load per column kips Vertical Load per column = kips (Based on Tributary area for column) ° o t' ® r Z. 3 y•,' Ac"IS w TH c04vc. Lo S ITCM4b,. 2-L E+ j2 o .4L.o s7 = 2 2- 6 X Z <Tz Z$ O - ; u R, C3 vy 19 T.H - - L _ Z3So -7z>,7 Al"" L.oc tc G x l a Z Z, i= S08 L $ A •1..1 S.PA j - -I-6 moi• CoaC • ; Z}1'Z. 16 71- -rq • Concorde Consulting Group, Inc 722 Fremont Ave Suite # 9, South Pasadena CA 91030 Carlos Yrueta Beams with Point Loads B7 Prepared by: KMK Date: 9/29/00 BeamChek 2.2 Choice r..— - - ------------------- - =-------_- _ - -._.- -- -- - - .2 5-1/8x 15 GLB 24F -V4 DF/DF BASE fb = 400 AW, Fb = 2941 Conditions Min Bearing Area R1= 12.0 int R2= 8.6 in? DL Defl 0.54 in Suggested Camber 0.81 in _ " Data _.... _....._ .. Beam Span ----------_.. -- 20.5 ft - _-- __... ... .. ... Reaction 1 7794 # Reaction 1 LL 3456 # • Beam Wt per ft 18.68 # Reaction 2 5616,# Reaction 2 LL 2466 # ; Beam Weight 383 # Maximum V 7794 # Max Moment 30709'# Max V (Reduced) 7152 # TL Max DO L / 240 TL Actual Defl L / 254 LL Max Defl L / 360 LL Actual Defl L/ 575 Attributes Section (in3) Shear (int) TL DefI (in) LL Defl Actual 192.19 76.88 0.97 0.43 Critical 125.30 45.17 1:02 0.68 Status OK OK OK .. OK Ratio 65% 59% 95% 63% -Values Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values .—.._._2400 Base Base Adjusted . 2941 238 1.8d' ' 650 Austments J Cv Volu-me --- 0.980 - `---- — . - i Cd Duration 1.25 1.25 i Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam, self -weight into the calculations. Loads Uniform TL: 495 =A Uniform LL: 225 Point LL .. Point TL 1309 '8 = 2880. . 2.5 - _... ------ Uniform Load A — _...----I • Pt loads: R1 = 7794 R2 =5616 ' SPAN = 20.5 FT Uniform and partial uniform loads are lbs per lineal ft • Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yrueta Beams with Point Loads B12 Prepared by: KMK Date:, 9/29/00 BeamChek 2.2 Choice 8x 12 bl=-L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions 91 NDS - Min Bearing Area . R1= 5.5 int R2= 5.5 int DL Defl 0.05 in Data Beam Span. 7.5 ft Reaction 1 3445 # Reaction 1 LL 1530 # 'Beam Wt per ft 20.96 # Reaction 2 3445 # Reaction 2 LL 1530 # Beam Weight 157 # Maximum V 3445 # I Max Moment 11223'# Max V (Reduced) 3214 #; TL Max Defl, L/240 TL Actual Defl.. L / 980 i LL Max Defl L / 360 LL Actual Defl L/>1000 Attributes Section (in3) Shear (int) TL Defl (in) LL Defl Actual-. 0.09.:._ _.._. 0.04 . Critical 123.13 45.37 0.38 0.25 Status OK OK. OK OK Ratio 74% 53% 24% 16% Fb (psi) Tv (psi) E (psi x mil) Fc(psi) Values Base Values - - 875— — -- '85' ------1.3-------- 625 ------ — - ..__- Base Adjusted 1094 106 1.3 625 Ad'ustments J CF Size Factor 1:000 - ...... _ .... ..... _..__..__..:._..... ' Cd Duration 1.25 1.25 'Cr Repetitive Ch Shear Stress i Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 220 =A Uniform. LL: 100 Point LL Point TL -` ---`Distance - ---: 2310 B = 5082 3.75 •--_..... _ _... Uniform Load A ...._ ..._.._ _ . :-- .... . Pt loads: Bl R1 =3445 R2 = 3445 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft SPAN = 7.5 FT - Uniform and partial uniform loads are lbs per lineal ft Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 - Carlos Yrueta Beams with Point Loads B15 Prepared by: KMK Date: 9/29/00 BeamChek 2.2 Choice 8x 12 DF -L #2 BASE Fb.= 875 ADJ Fb = 1094 Conditions '91 NDS - Min Bearing Area R1= 5.5 int R2= 5.5.inz DL Defl 0.05 in = Data Beam Span 7.5 ft Reaction 1 3445 # Reaction 1 -LL 1530 # Beam Wt per ft 20.96 # Reaction 2 3445 # Reaction 2 LL 1530 # Beam Weight 157 # Maximum. V 3445 # Max Moment 11223'# Max V (Reduced) 3214 # i TL Max Defl L / 240 TL Actual Defl L / 980 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (in Z) TL Defl (in) LL Defl Actual 165.31 86.25 0.09. 0.04 Critical 123.13. 45.37 0.38 0.25 Status OK OK OK OK Ratio ' 74% 53% 24%° 16% Fb (psi) Fv (psi) E (psi x mil) Fc ± (psi) Values Base Values -- — -- - 875 ------ 85 - ------ ------- 1.3 ------ Base Adjusted 1094 106 1.3 625 Adjustments - -- --._._,.---------- CF Size Factor 1:000 ------------- - __.__ ..._..__.---•---...._ .._.. __ I Cd Duration 1.25 1.25 j Cr Repetitive Ch Shear Stress Cm Wet Use -- --- ----------- -- -- _—.-..._------------------------------- -=e calcu----- ...__....-- ......... BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 Point LL Point TL Distance .... _..... .. _.. - ...._.__._..-.---._.:.....---- ..___...__ 2310 B. = 5082 3.75 j Uniform Load A Pt loads: i B 3 R1 45 R2 45 SPAN = 7.5 FT - Uniform and partial uniform loads are lbs per lineal ft Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yrueta Beams with Point Loads 650 Prepared by: KMK Date: 9/29/00 BeamChek2.2 Choice 5-1/8x 15 GLB 24F -V4 DF/DF BASE Fb.= 2400 ADJ Fb = 3000 Conditions Min Bearing Area R1= 5.8 in R2= 5.8 inz DL Defl 0.10 in Suggested Camber 0.15 in Data - Beam Span 13.0 ft Reaction 1 3751 # Reaction 1 LL 1650 # Beam Wt per ft 18:68 # . Reaction 2 3751 # Reaction 2 LL 1650 # i Beam Weight 243 # Maximum V 3751 # Max Moment 15624'# Max V (Reduced) 3233 # TL Max DO L / 240 TL Actual Defl L / 853 LL Max DO L / 360 LL Actual DO L / >1000 Attributes Section (in 3) Shear (int) TL DO (in) LL Defl Actual 192.19 76.88 0.18 0.08 Critical 62.50 20.42 0.65 0.43 Status OK OK OK OK Ratio 336/6 27% 28% - 19% ..-----._-__._....---------------------- Fb (psi) Fv (psi) E (psi x mil_.-- --------------_...__.. , (p ' ') Fc -L (psi) Values ....._ ._... _. _. `Base Values _.._...-- -- _ ------ 2400 --- 196 190 _ ___ _ _ 1.8 650 ---- Base Adjusted 3000 2381.8 ` 650 A ustments . Cv Volume 1.000 _. _... _.....: ....... _. ... __..:. ......_..... _ ._......__ .._ Cd Duration. 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use Bea mChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 396 = A Uniform LL: 180 Point LL Point TL ------ -Distance - _— 960 B = 2112 -- : - _ _ _._. 6.5 Uniform Load A • Pt loads: LBI R1 = 2526 R2 85 SPAN = 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Carlos Yrueta Beams with Point Loads B56 Prepared by: KMK Date: 9/29/00 BeamChek 2.2 Choice 5-118x12 GLB 24F -V4 DF/DF -BASE Fb = 2400 ADJ Fb = 3000 Conditions Min Bearing Area R1= 3.9 int R2= 4.0 int DL Defl 0.20 in Suggested Camber 0.29 in Data...... Beam Span 14.5 ft Reaction 1 2526,# Reaction 1 LL 1099 # Beam Wt per ft 14.94 # Reaction 2 2585 # Reaction 2 LL 1126 # Beam Weight 217 # Maximum V 2585 # Max Moment 12316'# Max V (Reduced) 2350 # TL Max Defl L / 240 TL Actual DO L / 495. LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) .. TL DO (in) LL Defl Actual 123.00 61.50 0.35 - 0.15 Critical 49.26 14.84 0.73 0.48 Status OK OK OK OK Ratio 40% 24% 48% 32% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values 'Base- Values ----_-. --- 2400------190 ---~.---- .-- 1.8-- --..----._.. 650.. Base Adjusted 3000 238 1.8 650 A justments J - - _._.._..... ----- Cv Volume Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress ' Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 ` A Uniform LL: 100 Point LL `• Point TL .. ....-.. _ Distanc- _.e -- 775 B = 1705 7.5 _.: ---.:._ .... ... .-----: Uniform Load A • Pt loads: LBI R1 = 2526 R2 85 SPAN = 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. -,4 Con- d�°ns '91 NDS { / --LV. a/Zq/00 BeamChek 2.2 BASE = 5 ._ . . Fb gj - Data Min Bearing 9 AreaR1= 4. 4 inBeam . ry _._ S p - 9.0 ft R2- 4. - 4 in DL Defl 0.07 in Wt perft j Beam Weight 15.37 # Reaction 12747 Reaction 2 #,'Beam Reaction 1 LL ' Max Moment 138 # 06 7306 '# Maximum V 2747 # - -1215 # Reaction 2 LL 2747 # 1215 # TL Max Defl L/240 Max V (Reduced) 2269 # LL Max DeflTL L / 360 Actual Defl L / 920 ' Section (in) - Shear 2) LL Actual Defl Actual Critical - 121.23 i ( m _ -6j-126-7 ._ TL Defl in _ ( )- `---.. y . Status 80.160.12 ; OK 32.03 0.45 0.05' Ratio r 66% OK OK 0.30 - 51% 26% :OK Vag Base Values: Fb (Psi) -- 875 -- -- Fv (psi----•-- - E (psi x mil) Fc Adius_ tests Base Adjusted 1094 85 -- --- (psi) -- - 1.3 - ------ ) CF Size Factor 1.000, 106 -- 1.3 l 625 Cd Duration 1 _ ...__....__.__......... Cr Repetitive .25 1.25 .._ ..... Ch Shear Stress Cm Wet Use BeamChek has automatically added -the beam self Uniform TL: -weight into the e calculations. Point LL -- _ .... 484 Point"TL - ' -- =Ant Uniform LL: 220 B Disfance -- - ----�— _- - - - Uniform -Load A Pt loads: . . R1 2747 SPAN = 9 FT R2 = 2747 Uniform and partial uniform loads are lbs per lineal ft. TC.M SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas-, 131 } Z, Tributary Width, _ ft 2 + ► o Tributary Length r= ft Tributary Area, ,= sq. ft Contributing Dead Load Tributary Dead Load = 10 6 S a lbs or 10.,% kips Contributing Wall Length within area = 1 co ft Estimated Wall Height= 10 ft Total Wall Area k cryo sq ft Contributing Dead Load = to psf Wall Dead Load = % , A= lbs or 10 kips 1v•'7+ 1D = Zn.7 TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS kips' Seismic Force, v = 93 A -La 7):= 3 9 9 -kips RESISTING' ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = 29 ft fo1. rce in Shear Wall = rkipsift ay. Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of TributaryAreas: _ -Z $ Tributary Width = Sb J2 l ft Tributary Length 1 "7 -o ft Tributary Area = X47 6 sq. ft Contributing Dead Load = 24. psf 12x 17 xx,1'7 xZ.o Tributary Dead Load Ibs or 7 kips Contributing Wall Length within area = I ft Estimated Wall Height S a ft Total Wall Area = dvQ sq ft Contributing Dead !Load \0 psf Wall Dead Load = 1 ct lbs or Iokips +td= 18') G. . TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS kips Seismic Force, V= 1 °I'3 x 1 8 7= 3 G kips RESISTING. ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = Fft 3' 10-U, — ` 351 Force in Shear Wall = kipsift 316 Type B : Cantilevered Columns 7) d'K Number of Columns Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) b SEISMIC LOAD CALCULATIONS FOR GRID LINES 0 (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) -Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: s. G3 /,Z" d : 1 •S Tributary Width = ft / . Tributary Length ft Tributary Area sq. ft Contributing Dead Load' _ " l , psf Tributary Dead -Load = 1 $ 6 lbs or kips Contributing Wall Length within area .ft Estimated Wall Height Total Wall Area sq ft Contributing Dead Load' \0 psf Wall Dead Load dvOIbs or Skips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS kips Seismic Force, V = - 1°13 x 2-0-i'. l.}•"04 kips RESISTING ELEMENTS SUMMARY )jam S \ M PSo ! ' S'TQ o ► Type A : Shear Walls W Ams Shear Wall Length = ft ' 1 S144 Force in Shear Wall = kips%ft' – O 95 Type B: Cantilevered Columns t O 1 O Number of Columns - Lateral Load per column = kips — Vertical Load per column = kips (Based on. Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE 9 ' (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width ft Tributary Length ; 1 q ft Tributary Area = C16 sq. ft Contributing Dead Load = Z psf Tributary Dead Load = lbs or kips Contributing Wall Length within area = 2S- ft Estimated. Wall Height = 0.' ft Total Wall Area 'ZOO sq ft Contributing Dead Load = t a psf Wall Dead Load lbs or 2 S'ki 4 1 ps TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS kips Seismic Force, V 4 0 kips . s RESISTING ELEMENTS SUMMARY Type A : Shear Walls It Shear Wall Length ` ft Force in Shear Wall r kips/ft Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based'on Tributary area for column). b SEISMIC LOAD CALCULATIONS FOR GRIDLINE a.3 (ALL GRID LINES ARE.SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: to Tributary Width f� t Tributary Length = S" ft Tributary Area = S' y+0 sq. ft Contributing Dead Load = a psf Tributary Dead Load = 2 %0 lbs'or kips Contributing Wall Length within area = ► vo ft Estimated Wall Height = so ft Total Wall Area = s 6aro sq ft Contributing Dead Load, .= - 10 psf Wall Dead Load = 1 vdwO,lbs or {v kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS,,='kips Seismic Force, V _. 1°13 y, '1Z 9 = 4-42- kips RESISTING ELEMENTS SUMMARY 16 9 + r. — Type A-.Shear.Walls Shear Wall" Length = ft Force in Shear Wall = kips/ft < '3.16 Type B : Cantilevered Columns Number of Columns = Lateral Load per column" = kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: to Tributary Width 202 ft 9_® Tributary Length = r rt Tributary Area = 9 0 •sq. ft Contributing Dead Load = ate, psf Tributary Dead Load = Z1 G. a lbs or -1-,16 kips Contributing Wall Length within area = S ft Estimated Wall Height- so ft Total Wall Area sq ft Contributing Dead Load _ o psf Wall Dead Load s: uvo lbs or skips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS kips . ps Seismic Force, V 6 _ j - 3$ kips r. RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length C ft Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is'flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width 2 . ft Tributary Length = g- ft Tributary Area (o sq, ft Contributing Dead Load = 2 psf Tributary Dead Load 3 $ lbs or • 3 8. kips Contributing Wall Length within area = Z O ft Estimated Wall Height 10 ft Total Wall Area Z, sq ft Contributing Dead Load a psf Wall Dead Load = 2dIs'O lbs or Z kips Z , TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = -3 S 2 rkips Seismic Force, V= 1 °1'3 x 2 3 8= Ste. kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls ^ Shear Wall Length = \ ft S J g _ O Force in Shear Wall = kips/ft 3 6 0 ' — Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON.THE°SHEAR WALL PLAN DRAWING).' Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of;Tributary Areas: Tributary Width = 19 t ft Tributary Length = S ' O ft Tributary Area F? . sq. ft Contributing Dead Load = Z psf Tributary Dead Load = C7 lbs or 1 4 kips Contributing Wall Length within area o ft Estimated Wall Height = I o ft Total Wall Area = vD sq ft Contributing Dead Load = 1 o psf Wall Dead Load "ro lbs or "i kips 1 14 + 1 a 11 TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = - kips Seismic Force, V = 1 °13 x `d 1 y., = y l kips _ RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length ft Force in. Shear Wall = kips/ft Type B :.. Cantilevered Columns Number of Columns =' Lateral Load per column = kips .Vertical Load per column = kips (Based on Tributary area for column) I . 9 Concorde Consulting Group, Inc _ 722 Fremont Ave, Suite # 9, South Pasadena, CA•91030 Yrueta Residence Ridge, Beam - ' Prepared by: KMK Date: 11/03/00 BeamChek 2.2 Choice' S-1/8x 13-1/2 'GLB 24F-V4 DF/DF BASE Fb = 2,400 ADJ Fb = 2951 Conditions --- - Min Bearing Area R1= 5.8 int R2 5.8 in' DL Defl . 0.55 in Suggested Camber 0.82 in Data 7.9eam Span 22.0 ft Reaction' 1 3749 # Reaction 1 LL 1584 # Beam Wt per ft 16.81 # Reaction 2 3749 # Reaction 2 LL 1584 # Beam Weight 370 # Maximum V 3749 # Max Moment 20619'# Max V (Reduced) 3366 # TL Max Defl L / 240 TL Actual Defl L /278 LL Max Defl L / 360 LL Actual Def] L / 659 Attributes Section (in 3) . Shear (in?) TL Defl (in) LL Defl Actual ! 155.67- 69.19 — -0.95 - - -- 0.40 Critical 83.84 21.26 1.10 0.73 Status OK OK OK OK Ratio 54% 31% 86% 55% Fb (psi) Fv (psi) E (psi x-mil) Fc-L (psi) Values ;Base Values - -2400 - --- - 190 650 •Base Adjusted 2951 238 1.8 650 Adjustments - -- ---- - ---- — Cv Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 324 = A Uniform LL: 144 14 4 .per F T 9x36 4 pA4-- SYS t.— o . • ' Uniform.Load A R1 = 3749 R2 3749 SPAN = 22 FT Uniform and partial uniform loads are lbs per lineal ft. N ITI El INC - r W -7t3 l q o N CITY -OF L.A CQUINTA _ - BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION c DATE '12 BY Q f • , A. / X D .. ` - THE TRUSS coMparry 494 SOUTH FOURTH STREET BANNING, CA. 92220 ; MEMBER Y WICA WOOD TRUSS CONCIL D OF AMERICA CONTRACTO d • JOB NAME`- � ' JOB ADDRESS THE TRUSS COMPANY 8-IINNINC, CALIFORIA u6C (4.0. 23, OIV. I11 I SECT' 2343.7 ''",,Q�,I�. S QUALITY AUDITED UBC 9I W I S AA -583 ICBo ER -5352 } C�oincorde Ccn@moo ong Group (Con uftong Cnalneera) ISI® a p46Dna 4 n p a•, Tv V.46 El PMCGW WMCOMWOM 8@Indicated ® Not moped - posses make changes , By°Date: V-71 IL_ Concorde consulting Groups review does not relieve vendor of responsibiiity for omissions or errors Concorde Consulting ®roup does not authorize changes in purchase order value or schedule , res WESTERN INSPECTION SERVICE: D PREFABRICATED TRUSSES PLANT % '- p T 617 i ti A i; DATE MSPE=M % -2 7 --- ADDRESS_ i H%i % / i G % PLATE MANUFACTURE / PLANT 00[YPAGT—7511P,Pc1 ENGINEERS DES.DWG NON- SCEmbUI.EDIN-PLANT WOOD TRUSS INSPECTION AS PER UNIFORM BUILDING CODE STANDARDS SEC. 2321.j and SEC. 2343.7 and in ACOORDANCE WITH ENGINEERED PLAN SPECIFICATIONS. ORDER N0:/OR NAME I 142 . A-]/ Ca/„ q , a-7,- , 2 P.O. BOX 25251 PORTLAND, OREGON 97298 503/643-5916 FAX 503/641-7211 . P.O. BOX 553 SPRINGFIELD, OREGON 97477 .541n41-8634 OFFICE/FAX Mi l • /a®mom . IC60 Evaluation Service Inc. 0 5360 WORKMAN MILL ROAD WHITTIER, CALIFORNIA 90601-2299 n A subsid/a/yco,-,00l-alion offho International Conference of Building Officials EVALUATION REPORT ER -5352 Copyright © 1999 ICBO Evaluation Service, Inc. Reissued✓u/y 1, 1999 Filing Category: DESIGN—Wood (038) WAVE'" METAL CONNECTOR PLATE FOR WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 1.0 SUBJECT WAVE- Metal Connector Plate for Wood Trusses 2.0 DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. 2.2 Materials: - The WAVE plate is manufactured from No. 20 gage (0.0356 inch (0.90 mm)], ASTM A 653-94 SQ, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharplypointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on cen- ter along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 2 inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth, includ- ing the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0. 12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when requested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be designed to.transfer the required load without exceeding the allowable load per square inch of plate contact area, as determined by species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 ofANSI/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be designed for tension capacity, based on the orienta- tion of the metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allow- able tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and otherjoints involving shear must be designed using the allowable shear values (shown in Table 3 in units of pounds per lineal inch per pair of plates) forthe metal corinec- tor plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load re- ductionfactors forthe metal plates mustbe considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by a strength reduction factor, OR shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller sys tem having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini- Evalua/ionreporLroj/CBOwalualioaService, /nc., areissuedsolelyloprovideiaforraalroa/o . Class9me-herso ishasedBvalalioarefj/CBOa/ilizindlhecodeapon rohicbl/ierepor! prepaollspiilyaddressedaorasaaeadorseinealorrecominea- dalioafor ase ofllre svhjecl report Zhu reporlishasedapoa iadepeadeiNleslsoro/her/echaicaldamsahmi!/edhyl/ieapplicaa/. T/-e/CBOBvalaalioaServlce, /ac., lechaicalsl,7 f l,,vreviewedlhe /eslresa!/sa&d/or,9/herdnla, ba/doesaolpossessleslfoci/itiesloaiakeaaiadepeadeal verifica/ion. Thereis— ivarraa0,hy1CB0Bva/a1711011Seivice, lac., express ariiap/ied, as/oaay Fiadiag"orolhermailer/a/herepor/oras/oaayprodadcoveredhylhereporl. Thisdisc/aimeriac/cedes, ha11x&,9!/iiailedla, aierehaalahiliry< Page 1 of 5 i mu?n diafneter of the roller press and the appropriate strength -reduction factor from this report. 2. Allowable lateral resistance values for the WAVE metal connectorplates must be reduced by 15 percentwhen the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the WAVE metal connector plates are installed in lumber having a moisture content greaterthan 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values for WAVE metal con- nector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel joint reduction factor, HR, as follows: HR=0.85-0.05(12 tang -2.0) where: 0.65sHRs0.85 9 = angle between lines of action of the top and bottom chords shown in Figure 4. This heel joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal con- nector plate relative to the directions of loading. Design for combined shearand tension must be in accordance with Sec- tion 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal con- nector plates designed only for axial forces are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2335.5 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following information, at a minimum, should be speci- fied by the design engineer. 5. Truss slope or depth, span and spacing. 6. ' Dimensioned location of truss joints. 7. Model, size and dimensioned location of metal connector plates at each joint. 8. Truss chord and web lumber size, species and grade. 9. Required bearing widths at truss supports. 10. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 11. Design,calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber -and -metal -connector -plate al- lowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- cator who has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction. The allow- able loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneu- matic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; com- binations of partial embedment roller/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single - pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset before passing through the roller press by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate is embossed with the iden- tifying mark "WAVE" stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the WAVE metal connector plate for wood trusses complies with the 1997 UnifoimBui/ding Code,, subject to the following conditions: 4.1 For the trusses using metal connector plates de- scribed in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to trans- fer the required loads in accordance with the de- sign formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates must comply with this evaluation report 4.4 Teeth of metal connector plates placed in knots, bark, pitch pockets, holes, and joint gaps are con- sidered ineffective. 4.5 Metal connector plates are installed in pairs on op- posite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord- ance with Section 2335.5 of the code. 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals is outside the scope of this report. 4.9 Where one-hour fire -resistive rating is required for trusses using WAVE connectors, see evaluation re- ports ER -1632 and NER-392. This report is subject to re-examination in one year. , TF3.USSpST ORA'G Ei`• v TRUSSES SHOULD NOT BE UNLOADED ON ROUGH TERRAIN WHICH COULD CAUSE DAMAGE TO THE TRUSS. {` ? MECH ANICAL"* NSi ALL ATgIQN Strongbaaw spreoaerBar, to• eraleo B0. F APDroximafoly 1 o leo I Nto Y. truaa lPng(h I Oreater than 60' Truss spans greater than 60. Approximately Approxi mately X truss length V. truaa length - ' Strongbaek/ f0 10' Truss spans less than 30'. Sproad.7 Spreader Bar mt or .1—. Toe In Too In I6tgIOM I_ APD.O otalY I HNI to Y true, —gth Appro l I Oroater than SO' 1 O X+.Nlength *1 eq i Truss spans greater than 60'. s BIA.. than er equal to go• sproador Bar Toe In Too In 1 BUSSES STORED VERTICALLY SHOULD - TRUSSES STORED HORIZONTALLY BE BRACED IN A MANNER TO PREVENT, I.-. than or equal to so• DO NOT LIFT SINGLE TRUSSES WITH SHOULD BE SUPPORTED ON BLOCKING. - TOPPLING OR TIPPING. 7rus8'"Spans 30' to 60'. SPANS GREATER THAN 30' BY THE PEAK. ... as ." . . M1 r 1 S. y ✓ ti n .ms.GROUNDa BRA'°'CIN. 'G➢ISYS+TnEMIG9:i•y' a.'?:u , Iq"'"." ' p'- ?'ca ----- _ :.. x_.GROUND B Fi'ACING'tSYST6IVl ,"p 'BUIILDIN GpON,TEFiI O,R BUI'LD_,I NG E ERIO.,R Typical V-10,1 i areas /V.to+ ru.a or B .... d O 1 cup of Trucnen D o EB strut (arr . Backup Ground ate.. Drlyen Ground Stakoe Typleal H.11 -1a1 To Member Ith Munlplo Stake (H7) IMPORTANT NOTICE Tomporory bracing shown in this diagram la adequate for the Installation of -,503 with a similar configuration as shown on thla dlegrem. Ce.aull a reglsi,r.d prof ... I ... I engineer If a dilterent br..ing a engemant 11 do.irad. The engine may design bracing in accordance with OSB -69. end In soma canoe c.—min o that . wider :pacing I. possiblo. All true..: e.eumed 2' on -canter or lana. All temporary bracing should be he loss than 2x4 gr d, marked lumbar. 12 . `tea , .r areolar BOTTOM CHORD DIAOONALBRACE 0 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS T>,OP' CFiORD''. T.EIVIPORARY' BR'ATCING PAIITERN TOPCHORD BOTTOM CHORD DIAOONALBRACE TOP CHORD DIAGONAL BRACE MINIMUM MINIMUM LATERAL BRACE SPACING (DOS) SPAN PITCH SPACING(LEW [M truer] SPACING(LBS) [N eua.A1] SP OP BPP/HP Up to 32' 4/12 6 20 1S Over 32' - 46' 4/12 S' 10 7 Over 48' - 60' 4/12 Over 60' Be. a registered prafessionel engineer OF - Douglea Fir -Larch BP. Southern Pine HF - Nem -Fir SPF - Sprues -Pine -Fir All eonnoctions should le made with o minimum of 2.16d nolle. It PITCHED RGSST PERMANENT CONTINUOUS - . W BfiAEI1 IBER R. MAN' LATERAL BRACING ASa SWV y'"tr9` 7"'P'` SPECIFIED BV THE TRUSS IIw E POR 4,-„RtY B }R`ACING PAeTTERN v II[ ff II ENGINEERING„('„C,..c • xc ,a:akB-.2R C N,. G e\ C FS O 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS ALL CONNECTIONS SHOULD BE MADE WITH A MINIMUM OF 2.16d NAILS. CROSS BRACING REPEATED AT EACH END OF THE BUILDING AND AT 201 INTERVALS BOTTOM CHORD DIAGONAL BRACING REPEATED AT EACH END OF THE BUILDING AND AT SAME SPACING AS' TOP CHORD DIAGONAL BRACING BOTTOM CHORD BOTTOM CHORD DIAOONALBRACE MINIMUM LATERAL BRACE SPACING (DOS) SPAN PITCH SPACING(LBS) [N eua.A1] SP/DF SPF/HF Up to 32' 4/12 13' 20 13 Over 32' - 48' 4/12 13' 10 7 0V 46' - ed 4/12 13' B 4 Over BO' Soo a r.glsterotl p M...I.nsi engineer TiOP CH01'irD MPOI4 R B:i C_ING F;gvT><TERIJ rH TOPCHORD MINIMUM TOPCHORD DIAGONAL BRACE RICH LATERAL BRACE SPACING (DBS] SPAN DIPPERENCE SPACINO(LBS] [M timet] SP DP I SPF/HF UP to 26' 2.6 7 17 12 0-28'.42- 3 B' g 6 Over 42'-60' 3 3' 3 3 Over 80' 90. roglntored prof ... lonsi engineer DF - Dougiaa Flnlnmh BP - Southern Pine HF - Hem -Fir BPF - Spruca-Pine-Fir DF - Douglas Flr-Loren Or - aouanern r'na HF - Mem-Fir SPF - Sprueo-Pine-Fir ALL CONNECTIONS SHOULC BE MADE WITH A MINIMUM OF 2-1 Sd NAILS. ALL LATERAL BRACES LAPPED AT - LEAST 2 TRUSSES. -GROUND BRACING REQUIRED FOR ALL INSTALLATIONS IMPORTANT NOTICE Temperery b, Ing shown in this di.gram 1. adequate fpr the 1IM611aHart of U1111. with a similar eonng—lon as shown on this diagram. Consult a registered! prof essional engin... if . dltfereM is ng arrangement Is dosirod. The engineer may design brecIng in accordance with OSB -BB, and In some ..... determine that a -to., spacing la possible. All: ..... ... umed 2' --or loss. All omporsry bracing should be no lee. then 2,4 gr.do marked lumber. 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS ,-ti„ CHORDS MPO, RA Y B'Rq EI•zN,G Pq, TTER NL TOP CHORD TOP CHORD DIAGONAL BRACE RACE MINIMUM LATERAL BRSPACING(DN SPAN PITCH SPACING(LB') (M buselos SP/DF SPF/HF Up 1024' 3/12 S' 17 12 Over 24' - 62' 3/12 T' 1 O If Over 42' • 54' 3/12 6' S 4 Over 54' boo a registered proloaolonal engine,, cup:.. r:r ssrcn HF •Nom -Fir 6PF • 6prue,-Pine-Fir O a DIAGONAL BRACE '7. ALSO REQUIRED bo ON END onds of the trues system. VERTICALS jo' 3. 'GROUND BRACING wl -1msnted REQUIRED FOR ALL 1• INSTALLATIONS 60^ 1 1/4• (1X2 All —Pantry bracing should be no I... then 2x6 gr.da morkod IMPORTANT NOTICE lumber. Temporary of shown In this diagram `s adequate ler ore, y P`ARgYLLEL CHORD TRUSS All ... nection* should be made wuh , minimum of 2-16d nuns. Inslnumien f b,Dee. with imus, configuration . sown T,O•Pj CHORDyTEM PORARY BRA'`CI NG (PdvTTsERN All b,ess assumed r on -censer or loon. this diagram. 0....If . registered Prot ...I...I engineer If a - ,j It different bracing arrenpement Ie desired. Tho engines, may IMPORTANT NOTICE W.— design bracing In accordance with OSB -69. and In same eases Temporary bracing ahown In this diagram Is adequate for the Installation of Continuo,. determine that o wider spacing la pe—iblo. trusses with a similar eonfiguraUOn m shown on this diagram. Conautt o Top Chard All I ,.... eaeum.d 2' en -senior or leas, ,egiet.rad professional engineer If a different bracing n rangamont is tloelrotl. RequirLateraled Brace The engineer may design brsaing In .000rdanoe with DSB4i9, end In eom* RogWrod All temporary breaths should be no leve then 2x4 grade merketl a determine that • wider s IO• or Greater lumber. eene paoln0 le poeaible. I 12 1 g,estsr Th— Attachment must h a Attachment 1 m=aoriented in the o• J Required horsn horizontal direction to use thin brat. ep.cing. ALL LATERAL Depth D(In) 1 BRACES LAPPED En ._t.db.th AT LEAST 2 '7. TRUSSES. bo Top Chord onds of the trues system. Brace jo' 3. determine that a widor spacing is possible. onAll onsea auumed 2' Contln,oue 'tor or lase. Top Chard wl -1msnted 1- 1• 4 • 60^ 1 1/4• S Tr 1-1 /2• All eonnoallono should be made with o [MONO eT;FiUSS°s mum of 2-16d n.u.. '44 •"°rte"' W"i r+— -"i"i. - ,> ATOP CFIORDgTEMP,ORARY BRACINGPATgTERN - TOP CHORD TOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (OBS) SPAN DEPTH SPAQNG(L.BS) # busses SP/DF I SPF1HP Upto32' 30• B' 16 10 Over 32' • 48' 42' 6' It Over 48' . 60' 48' s' 4 2 Over 60' bop o registered Prof ... lonalengineer HRL.1rvLx oY91a. r -Larch SP-8ouNam Pine REOUIRED FOR ALL SPF-Spl,o*-PInO-Fir HF -Hem -Fir INSTALLATIONS C The ons !llagonol brace Depth D(In) 1 for cantllovores En ._t.db.th trusaaa moat ba slotplaeod on vented bo webs In line with onds of the trues system. Ina support 3/4• END DIAD TIAL FOR STABIU MUST BE DUPUCATE0 O BOTH ENDS OF THE TRUSS SYSTEM. IMPORTANT NOTICE Temporary bracing shown In thdiagramIs de for the Inallnon of tuacrt with a similar configuration a,, shown on Depth D(In) 1 Dgn) I D/Ss 1/4• D(n) 1 this diagram. Consult , registered professional engineer 11 a difforont We. ng arrangement is desired. Tho engine*, mey design bracing In accordanco with DSS -89, and In some cases 24• //r 2 36• 3/4• 3. determine that a widor spacing is possible. onAll onsea auumed 2' Contln,oue 'tor or lase. Top Chard © 1- 1• 4 • 60^ 1 1/4• S Tr 1-1 /2• B' All tem porery bracing Lateral Br.w ---T— should be no leen than Raqulred I 2x4 gross markod lum- l0• or Greeter be,. All eonneadons should bo meds with a mins P UMB _ 64• 1J/4• 7' B6• r B 101r r 9 ' mum of 2.16d hall.. Att.ohm.nt Required Tin 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS LIM) L/200 L(M) 2ff 1/8' 2l 6d' //6• 43' 1 lL1' 125• B- 10.4' 150• 3/6' 12.5 —s- 7/6• 14.8' 200" 1 B.T' 223' 1-1/e• 10.8' 25W 1-1/4• 20.0' 3 1-1 25.0' 350' 1-3/4• 28.2' 400' BOW Depth D(In) 1 30 to, I Lesser al D/6G o r Maxlrn.YY.a Mlrplse. man, Plumb U.. OUT -OF -PLUMB INSTALLATION TOLERANCES. 4T,R IIICCI : 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS LIM) L/200 L(M) 2ff 1/8' 2l 6d' //6• 43' 1 lL1' 125• B- 10.4' 150• 3/6' 12.5 —s- 7/6• 14.8' 200" 1 B.T' 223' 1-1/e• 10.8' 25W 1-1/4• 20.0' 3 1-1 25.0' 350' 1-3/4• 28.2' 400' BOW Length L(In) >: Y.• Lasser of Maximum L/200 or 2" Misplacement L(In) L(In) xY"' Maximum Wept ... mont Lea of L/200 or r OUT -OF -PLANE INSTALLATION TOLERANCES. JOB CALIFORNIA HIP DETAIL PERMANENT BRACING DETAIL - SECTION A -A START OF TDP CHORD FLAT TOP CHORD PURLINS START OF THE TOP CHORD (SLOPING EXTENSION FLAT) (SLOPING (TYPICAL) \ /(CONT]NUOUS) /EXTENSION FLAT) ti HIP", • SEIB TI ACK i A CA -111P CRIPPLE SUPPORT LAYOUT B Z IIIP RAFTER \ RTIDF - - - - - - - SHEATHING • SETTBACV I . ENL J1 CI;. COMMON Slin L PEP.MANENT DIAGONALS FORM SPACED DAY. REPEAT AT. ALL HIP PITCHED AND ENDS AND AT APPROXIMATELY 20' INIEPVALS DR LESS TIEPEAFTEP. U - CRIPPLE SUPPORT LOCATION. SHEATHED NOTE: PERMANENT DIAGONAL BRACING, NAILED 10 LINOEPSIDE SUPPORTS EXTENDED MEMBERS CHORD AREA OF FLAT TOP CHORD PREVENTS LAIEP.AL ITIVEMENT DF TOP CI -ORD. 1D FIAT TOP CHORD, B NOTE: ALL COIJNECTIONS (4' U.C. ORACING SHOWN) SHOULD BE MADE- WITH A * TRUSS 1)1?O I LI? - FIELD APPLIED (31.111 -7 -IN CRIPPLES CP.IPPLE BRACING j (REIiATRU IN PLANE I WITIi TRUSS) CRIPPLE I / a6 HIP CHORD EXIENSIM SPACING cC a5 HIP (C) -6 /a4 HIP ChI01D EXIEIISITIhI •— SETBACK _ _ f \ 43 1 IIP (C) 'a IIIP CHOPS C:XIENSION al HIP GIRDER - (B) PUP,LINS SPACED a 24.O.C. TYR. \, PERMANENT DIAGONAL BRACING (CONTINUOUS 'X4) \L APPLIED TO UNDERSIDE OF FLAT (C) CRIPPLES SPACED 48• D.C. TYP. TOP CHORD BY ERECTION CDNTPACTOR (D) BUILT-IN FILL CRIPPLES (SEE BRACING DETAIL) (HORIZONTAL MEMBER OPTIONAL) NOTE: SEE ORIGINAL DESIGN FOR LUMBER„ PLATING AND OTHER CRITERIA NOT SHOWN HERE. [J— O O O O O **IMPORTANT**ALPINE ENGINEERED PRODUCTS. INC. WARNINL7 RUSSE9 REQUIRE E%TREHE CARE SHALL NOT BE RESPONSIBLE FOR ANY IN HANDLING, ERECTION AND OATRUSS C=DEVIATION FROM THIS OEkIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIS -91 BY IPL SEE THIS DESIGN OFAILURE TO BUILD THE.TRUSS'IN CONFORMANCE KITH OSTBB BY 1P1. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE OO ALPINE CONNECTORS ARE NAGE OF 20GA GALV. STEEL MEETING ASIN OUInEKENTS. UNLESS OTHERWISE INDICATED, TOP CqA446 GR B EXCEPT AS NOTED. APPLY. CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BPACEOWTHROPE TRUSS AUD UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEA1111NG.DIM p= CONNECTORS PER DRAWINGS 130, 150 C 16OA-F. DESIGN StANOAROS KITH PROPERLY ATTACHED RIGID CEILING -- SE O0 CONFORM W/APPLICABLE PROVISIONS OF NDS 6 TPI. AN ENGIHEF.R•S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER O SEAL ON THIS DRAWING APPLIES TO THE COW'OHENT OEPICTEU HERE DRYWALL APPLICATION. FURHISII A COPY OF THIS IN ONLY. ANO SHALL NOT DE RELIED UPON III ANY OTHER KAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR, O Q O O O O __Tpl TRUSS PLATE IHSIITUTE. IRIS - 1991 HAIIUHAL DESIGN SPECIFICA11011 Fon moon COIIsINUf.11oN MINIMUM OF 2-10d COMMON NAILS OP EDUAL. M1 Ml PSF 0 TC DL c - DATE 06/15/94 BC OL PSF ORW CD110 "w BC LL ' e * TOT. LD. PSF CA—HIP DUSPACING R.FAC.** PERMANENT ON ** CA -111P CRIPPLE SUPPORT LAYOUT B Z IIIP RAFTER \ RTIDF - - - - - - - SHEATHING • SETTBACV I . ENL J1 CI;. COMMON Slin L PEP.MANENT DIAGONALS FORM SPACED DAY. REPEAT AT. ALL HIP PITCHED AND ENDS AND AT APPROXIMATELY 20' INIEPVALS DR LESS TIEPEAFTEP. U - CRIPPLE SUPPORT LOCATION. SHEATHED NOTE: PERMANENT DIAGONAL BRACING, NAILED 10 LINOEPSIDE SUPPORTS EXTENDED MEMBERS CHORD AREA OF FLAT TOP CHORD PREVENTS LAIEP.AL ITIVEMENT DF TOP CI -ORD. 1D FIAT TOP CHORD, B NOTE: ALL COIJNECTIONS (4' U.C. ORACING SHOWN) SHOULD BE MADE- WITH A * TRUSS 1)1?O I LI? - FIELD APPLIED (31.111 -7 -IN CRIPPLES CP.IPPLE BRACING j (REIiATRU IN PLANE I WITIi TRUSS) CRIPPLE I / a6 HIP CHORD EXIENSIM SPACING cC a5 HIP (C) -6 /a4 HIP ChI01D EXIEIISITIhI •— SETBACK _ _ f \ 43 1 IIP (C) 'a IIIP CHOPS C:XIENSION al HIP GIRDER - (B) PUP,LINS SPACED a 24.O.C. TYR. \, PERMANENT DIAGONAL BRACING (CONTINUOUS 'X4) \L APPLIED TO UNDERSIDE OF FLAT (C) CRIPPLES SPACED 48• D.C. TYP. TOP CHORD BY ERECTION CDNTPACTOR (D) BUILT-IN FILL CRIPPLES (SEE BRACING DETAIL) (HORIZONTAL MEMBER OPTIONAL) NOTE: SEE ORIGINAL DESIGN FOR LUMBER„ PLATING AND OTHER CRITERIA NOT SHOWN HERE. [J— O O O O O **IMPORTANT**ALPINE ENGINEERED PRODUCTS. INC. WARNINL7 RUSSE9 REQUIRE E%TREHE CARE SHALL NOT BE RESPONSIBLE FOR ANY IN HANDLING, ERECTION AND OATRUSS C=DEVIATION FROM THIS OEkIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIS -91 BY IPL SEE THIS DESIGN OFAILURE TO BUILD THE.TRUSS'IN CONFORMANCE KITH OSTBB BY 1P1. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE OO ALPINE CONNECTORS ARE NAGE OF 20GA GALV. STEEL MEETING ASIN OUInEKENTS. UNLESS OTHERWISE INDICATED, TOP CqA446 GR B EXCEPT AS NOTED. APPLY. CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BPACEOWTHROPE TRUSS AUD UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEA1111NG.DIM p= CONNECTORS PER DRAWINGS 130, 150 C 16OA-F. DESIGN StANOAROS KITH PROPERLY ATTACHED RIGID CEILING -- SE O0 CONFORM W/APPLICABLE PROVISIONS OF NDS 6 TPI. AN ENGIHEF.R•S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER O SEAL ON THIS DRAWING APPLIES TO THE COW'OHENT OEPICTEU HERE DRYWALL APPLICATION. FURHISII A COPY OF THIS IN ONLY. ANO SHALL NOT DE RELIED UPON III ANY OTHER KAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR, O Q O O O O __Tpl TRUSS PLATE IHSIITUTE. IRIS - 1991 HAIIUHAL DESIGN SPECIFICA11011 Fon moon COIIsINUf.11oN MINIMUM OF 2-10d COMMON NAILS OP EDUAL. SECTION D-13 NOTE: CONVENTIONAL FRAMING BUILT IN CRIPPLES OR AND/OP, CRIPPLES ARE NOT THE FIELD CRIPPLE SPACING RESPONSIBILITY OF THE TRUSS c2'10 a' D.C. TYP.•) DESIGNER, PLATE MANUFACTURER, NOP. TRUSS FABRICATOR.. PERSONS ERECTING THE TRUSSES APE CAUTIONED TO SEE); ADVICE BY LOCAL PROFESSIONAL ENGINEER ul 1#2 u311/4 REGARDING COI-IVENTIO14AL FRAMING. u5 a6 a7 I-- SETBACI.-- ---,SEE CA -HIP ENGINEERING FOP. JACK. TYPE USED. --NOTE: SEE ORIGINAL DESIGN FOR LOADING AND DURATION FACTOR P.EOUIP.EO. TC LL PSF REF TC DL c - DATE 06/15/94 BC OL PSF ORW CD110 "w BC LL ' e SECTION D-13 NOTE: CONVENTIONAL FRAMING BUILT IN CRIPPLES OR AND/OP, CRIPPLES ARE NOT THE FIELD CRIPPLE SPACING RESPONSIBILITY OF THE TRUSS c2'10 a' D.C. TYP.•) DESIGNER, PLATE MANUFACTURER, NOP. TRUSS FABRICATOR.. PERSONS ERECTING THE TRUSSES APE CAUTIONED TO SEE); ADVICE BY LOCAL PROFESSIONAL ENGINEER ul 1#2 u311/4 REGARDING COI-IVENTIO14AL FRAMING. u5 a6 a7 I-- SETBACI.-- ---,SEE CA -HIP ENGINEERING FOP. JACK. TYPE USED. --NOTE: SEE ORIGINAL DESIGN FOR LOADING AND DURATION FACTOR P.EOUIP.EO. TC LL PSF REF TC DL _PSF DATE 06/15/94 BC OL PSF ORW CD110 'O BC LL PSF —ENG PBC * TOT. LD. PSF CA—HIP DUSPACING R.FAC.** PERMANENT BRACING DETAIL ** Job: 0 / HIP JACK RAFTER DETAIL (2X4 OVER 2X4) TIIIS DWG. PnFPAnrn FMN rCU1Ptam INNIT. 11 nAnr. lr nIHFNSinN;l SIInHi TTED BY TRUSS HF LUMBER GRADES TCLL/TCDL=TL MAX SETBACK SPF #1/#2 30/7=37# 7-1-0 SPF SS 30/7=37# 7-10-0 SPF 1650F -1.5e 30/7=37# 7-8-0 SPF 2100F -1.8e 30/7=37# - 8-4-0 PLATING/PITCH 2.82-3.00 3.00-4.50 (A) 3X14 4X7 (B) 4X6 4X6 (C) 3X14 4X7 (D) 3X6 3X8 24" O.C. (TYP) CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (SS)SHIM ALL SUPPORTS SOLID TO BEARING. THIS HIPJACK DESIGNLU TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. CANTILEVER HEEL RAISED HEEL (B) (P) (A) 2X4 — 3X6 . 2`(6 —3X8 2X8 —3X10 2X10 — 3X12 ' 3X4.TIEl PLATE Seq: 19624 SCALE:)Snn R384-96342 •E 11/25/96 I CD120 -ENG P8C \ 1 .511 I I (A) /I MIN 1.5-4.5 p (B) r. VARIES WITH PITCH_ 1y I i S --r-1 (B) (B),2X4. / (B) „ (P) " VARIES WITH SETBACK 4X4 PLATE OVER SUPPORT 18" MIN oven 2 SUPPORTS ' R=4284 MAX W=1.5" MIN. R=856# MAX W=1.511 MIN. 2X4, 2X6, 2X8, 2X10 BLOCK SPF, GRADE .PLT. TYP.- ALPINE OESIGN CRIT UOQ 2 0 - R - Rev 17.2m 0 0 o O CJ CI EE11ED PnDc. XIMPORTANT)(4""0+E EIIGINUDals, III WARNINGl11USSES 111.011111E E%OR11E CAnE p TC LL PSF LOADING RI SIULL u0i OE nE S"ONSIIILE Id1 ANY rnON 11115 OESIG11 On MESE SrEGIrICATI01v On ANY 11111411. NMOL IIIG. UIECIION AND OnAC111G. SEE 1110.91 0Y IPI. SCF, 11115 UESIGt1 Q {j w r, / TC pL SEE PSF 0I rAILUnE 10 BUILD 111E TRUSS 111 COISPOn/1AIICE N1111 OSIOR OY IPI. FOR ADOIIIONAL SPECIAL PERNAIR;IIf 1111ACING TIE E ' ,pO ABOVEPSF ALPINE COIRTEC1fN1A APE NAVE or TOGA r,ALV, STEEL NEE11111F. ASIN AS APPL'/ IOnr. OUI"CNE"IS. IO0.ESS n111CPNl!'.E I11111CAIEn. IOP t:! ri BC OL DI iROEVIAIIon OAAAfi f.R 0 E%CEPI IWIED. COIa<C "1 EACH FACE Of Cl pllp SIULL I1r; LA IF,nA1,LY 1111A1if-Il N11T1 P111N`En 7AO LL PSF Ql IT11155 Alp NILESS UN FNISE LOCATED UN IIII^, .ES IGD. PUSTIIO11 LY AI IACI¢D PLYWOOD SlIEA1111NG. UUIIUN C1W"0 OtBC O I: -CTonsPE"OnANIftGS 130. 150 C IGOA-F. UESIGII SIAIIDATIOS %1111 PRUPEILY AIIACII O "IGID CEILIRG -- SEE . *TOT.LO. PSF COTlrOf01 N/APPLICARL[ PIIOVISIOIIS OF IlnS C IPI. arl Enf.II¢EO'S Al"INE IECIOIICAL UIn1A1E 17/1/90 ron rna`En SEAL al IMS UnANl1IG APPLIES fD 111E COlw0RC111 REPICIED IIERE onYNALL M14.ianOn. raVn 1 A r.Rrr uF uus !o OUR. FAC. 1..1.5 E= Cl fa -J 1-1 C:J l=1 It! IN0.Y, Al%1 SIIAiI. 1011 f1E 11CLIrn Imti 111 ANY 11111(11 Al.NIIrSIGT1 !U TTY, mr.r. r1Y.C111111 r,IN1111AC1101. --T111 - IINISS IY.AIC m 111111F• 1015 - IRM 11AI11111AL III.SIr.II Sl•1f.iflf.Allllll 11111 Ni01N IAn1•.Ilnll;lil01 4 \`O SPACING 24.0" 2X4 — 3X6 . 2`(6 —3X8 2X8 —3X10 2X10 — 3X12 ' 3X4.TIEl PLATE Seq: 19624 SCALE:)Snn R384-96342 •E 11/25/96 I CD120 -ENG P8C R it HIP TRUSSES'AND . -7 ATTACHED WHERE IT HAS CONTACT WITH THE QJ .7 . J . STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE ` LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 5x5 THE PURLIN GABLE TO 3x5 ALLPLATES TO BE ac4 UNLESS OTHERWISE NC?TED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS . ' Qra n=Teu In BE LAID ON TOP OF THE HIP TRUSSES'AND . -7 ATTACHED WHERE IT HAS CONTACT WITH THE QJ TRUSSES BELOW.. SEE DETAIL Z 0 SEE DETAIL # S. . ! O THE TOP OF THE HIP GIRDER' . TRUSS AT THE BASE OF THE PURUN. GABLE IS DROPPED LESS THEN ALL THE OTHER HIP`' TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ` ALIGNS WITH THE LEFT STEPDOWN FACE OF THIS TRUSS HIP TRUSSES ON.ROOF SLOPES OF.2/12 TO 6112 AND BEARS ON TOP. ATTACH PURUN GABLE WITH (2)10d RING SHANK OR 16d COMMON WIRE NAILS. THESE NAILS MUST ACHIEVE A 21NCH MINIMUM PENETRATION INTO p Pp?9 HIP GIRDER . THE TRUSS TOP CHORD, IF THE ROOF SLOPE IS GREATER THAN 6/12 THEN USE A USP RT3 FRAMING ANCHOR OR EQUIVALENT. ALL NAILING SHALL BE DONE IN C0toM=N0FJAOC ACCORDANCE TO APPLICABLE CODES . TO KP GOWER 708E AND STANDARD BUILDING PRACTICES. DESIGNED By Onam DETAIL #1 DETAIL #2 aPoc — THE PURLIN GABLE D ALIGN WITH THE END THE RAT TOP CHOR SECTION\EA HNG Z 0IL 4D# V H0:3 OPDRURnoNoTE LOWER TRUSS TOP CHORD DETAIL #3 DETAIL #4 Job: DETAIL -92 ALTERNATE BRACING NOTE: SEE DRAWING ORININAL FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. TRUSSES REQUIRE EXTREME CARE IN HANDLING, ERECTION AND BRACING, REFER TO TPI HIB -91. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING REQUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPERLY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD WITH PROPERLY ATTACHED CEILING. CD103 (A) 1X4 #3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE MATERIALLTOSBECSDUPPLIEDAANOCH WATTACHED BATNBOTH ENDS ATONA SUITABLE SUPPORT BY ERECTION CONTRACTOR. _*ANY OF THE BELOW MEN TIONEO BRACING TYPES MAY BE SUBSTITUTED)* 2X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C, ,BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 1X4 "L' BRACE. SAME GRADE AS WEB MEMBER.' ATTACH WITH 16d ' NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR, 2X4 "L".BRACE. SAME GRADE AS WEB MEMBER, ATTACH WITH 16d NAILS @ 4" O.C.. BRACING MATERIAL.TO BE SUPPLIED BY ERECTION CONTRACTOR. SCAB BRACE, SAME SIZE, GRADE AND LENGTH AS WEB MEMBER. ' ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SEE ORIGINAL DESIGN FOR PROPER OEMENSIONS IIt.— HLI'1Nt DESIGN CRTT UBC ;.O C= C=) ')()(IMPORTANTX*ILPIHE EHGIHEEREO PRODUCTS, Hlc• WARNING 11 REOUIRE EXTREME CARE -d pATRUSS p SHALL 1107 BE RESPOIISIBLE FOR ANY 111 HAIIOLIHG. ERECTION AUODEV]ATIOR FROM THIS DESIGl1 OR MESE SPECIFICATIONS, OR AIIY BRACING. SEE HIB -91 BY IPI. SEE 11115 DESIGN pFAILVPE TO GUILD 111ETRUSS 111 CONFORMANCE NfIH OSTOO BY Ipl. FOR AODITIO14AL SPECIAL PERAAHEIII BRACING RE[_ ALPIHE CMIECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIA OUIPEAERTS. UILESS OIHERIIISE IHOICAIEO. TOO AAA6 GR a EXCEPT AS H07ED. APPLY COHHECtORS 10 EACH FACE OF CHORD SHALL BE LATERALLYBPA[EO MITM PROPERp IRU55 MID unLE55 OHIE RA ISE LOCAIEU Ou 1X15 DESIGN, POSITION LY ATTACHED PLYWOOD SHEAT11111G, BOTTOM CHORD pp C0101ECTORS PER DRAWINGS 130. 150 O 16OA-F. OESIGH SIAUOAROS WITH PpUPERLY ATTACHED RIGID CEIL111G -- SEEC SEALCORFDSM Oil THISPORAWTr1G APPLIES TO THE ,COAPOIIEHT DEPICTED HERE DRYWALL IECHHICAL APPLICATION ATE FUNIISITYA ICOPYROFROPER [HIS p p III OILY, AF10 SHALL HOT BE RELIED UPOR 1H Alll OUTER HAY. OESIGII TO 1HE TRUSS ERECTI011 CORTRACIOR. --IPI - TRUSS PLATE IRSIIIHIF., HOS - 1991 HATIOHAL OESIGII SPECIFICAIIOII FOR W000 L01151RULI10H - - Hey 17.ie SCALE - 0.1 75 TC LL 30.0 PSF REF R992--42293. W NO. CD43845 r ' TC OL BC OL C LL 15.0 5.0 0.0 PSF PSF PSF DATE 06/28/93 DRW CD103 -ENG FM ,,,I/ Exp. 63097 * TOT.LD. 50.0 PSF f Of CR1140 \ SPACING 1.15 24.0" L Continuous lx4 M3 Iiem-Fir or better continuous. Lateral Brace lateral bracing to be equally spaced. Attach with (2) 8d nails. web Bracing material to be supplied and attached at both ends to a \ suitable support by erection DETAIL contractor. CONTINUOUS LATERAL BRACE T -Brace' 1x4 "T" Brace. Same grade as web member. Attach with 8d nails @ ' 6" o.c. Bracing material to be We supplied by erection contractor. SECTION i T -BRACE Scab Brace * Scab brace, same size, grade and . length as web member. Attach with Web 16d nails @•4" o.c. Br�cing material -to be supplied by SECTION erection contractor. SCAB BRACE ' 1x4 "L" brace. Same grade as web L -Brace L member. Attach with 8d nails @ 6" o.c. Bracing material to be web supplied by erection contractor. SECTION 9 L -B RACE !I , EXAtLPLES OF WEB BRACES .- v N I N A - Edge distance and perpendicular to grain spacing (7 diameters) B - End distance and parallel to -grain spacing (15 diameters) C - Distance rows are to be staggered (7-1/2 diameters). Bearing block to be same species. size and grade as chord. C e • • • -A • '• s • o • s A ' • o o • o • A A B T B °- i (, Length of block as specified ^ on engineered rawing. "1I (12" minimum — 24" maximum) MAXIMUM.NUMBER OF ROWS OF NAILS MINIMUM NAIL SPACING DISTANCES DISTANCES CHORD SIZE NAIL TYPE A NAIL TYPE 2x4 2x6 2x8 x i 2x 1 8d box 15/16' 3 5 1 8 1 10 13 10d box 16d box 2 5 7 1 9 11 12d box 1-1/8' 2 5 7 9 11 16d box 2-1/4' 2 4 6 8 10 20d box 1-3/16' 2 4 5 7 g 8d common 0.120x2.5" gun 2 4 6 9 it 10d common 1' 2 4 5 7 9 12d common 2' 2 4 5 7 9 16d common 2 3 5 1 7 8 20d common 1 3 4ff 0.120x2.5" gun .3 5 7 0.131x2.5' gun 2 4 6 0.120x3.0' gun 3 5 7 0.131x3.0' un 2 4 6 MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B C 8d box 13/16' 1-3/4' 7/8'. 10d box 15/16' 1-15/16' i' 12d box 15/16' 1-15/16' i' 16d box 1" 2-1/16" 1-1/16' 20d box 1-1/16' 2-1/4' 1-1/8' 8d common 15/16' 2' 1' 10d common 1-1/16" 2-1/4' 1-1/8' 12d common 1-1/16" 2-1/4' 1-1/8" 16d common 1-3/16' 2-7/16" 1-114- 20d common 1-3/8' 2-7/8' 1-7/16" 0.120x2.5" gun 7/8' 1-13/16' 15/16' 0.131x2.5' gun 15/16' 2' 1' 0.120x3.0" gun 7/8' 1-13/16' 15/16" 0.131x3.0' gun 15/16' 2' 1' `o o c1 0 0 o k*IMPORTANT*INLPlN" E1D11EEAEO PnoDUCTS, nD. WARNINGIrmsEs nEOUIRE Exrumc Cox O 17-1 p p SOALL Nor DE RESPDISIOLE FOR ANT IN DAWDLING. ERECTION Aid) C= [= C= OEYIATIO14 FOOD MTS DESIGN 011 1"ESE SPECIFICAIIDLS. On AM BRACING. SEE 1110-91 BY Tel. SEE r11IS DESIrl7 _ O "= f= C= C FAILURE 10 BUILD INE TRNSS IN C01FOnNAtKP NI Ill OS10U UY let. ALPINE COt CIMS ARE WADE OF NCA 6ALY. STEEL WETING ASIW FOR AOOITII)UL SMC.IAL PelOWIENT BRACItNO PE OUInCK"fS. ,o 0 0 o P ALP I N O ewfi en B EACEPr A5 NOTED. APPLY GOOEGTDTG 10 EACH FACE OF InLW All) ULESS 011ERWISE LOCATED DI 11113 BESIWL UTALAP OIIERNISE ItJDICAlEO. TOP oaRTD SIULL OE C(1E1111LY BOACEO NIT" PIIOPEN BEARING BLOCK — NAIL SPACING DETAIL . f= POSITION COffCCTOn9 PER DIANDTGS 170. ISO G I6OA-F. DESIGN STANDARDS LY ATIACIEO PLYWOOD SIEAMING. RATI0" o9m Willi PRUPERLY ATTACHED nIGIO CEILING -- SEE . TRUSS C= Fl COtAFORW N/APPLICAOLE PRoVISIOrm OF IIOS C IPI. AN EMINL'ER'S ALPINE TECINICAL UPOAIE I1/l/911 FOR F11OPEn C= CI O C= O I= 0 _I MAL 01" MIS DRAWING ""IES 10 11E COMPOiCIT AEPICTED NEIE 111 OWL Y. AM SHALL t0f BE RELIED UPON Ill ANY 011En WAY, DRYWALL APPLICATION.'FWIIS" A COPY OF TufS RF.SIGU 10 THE 111US5 Elliman coanACIOH. Drawing 8139 Date: 12/27/93 W --IPI - I"ll"I h.AIE INGUITUTE. NOS - 19OI NAIIONAI. DESIGN SPECIFICATION FOR WDOO CONsrRUcllDl N (Pressure block detail) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR 'PRESSURE BLOCK' FRAMING METHOD FOR v) ATTACHMENT OF. TRUSS BOTTOM CHORD 1'0 CL SUPPORTING GIRDER 7R USS. BLOCK: 2x4 X 1-30-8 DFL #3 OR BETTER, CLEAR OF DEFECTS IN a NAIL CONTACT AREAS. MAXIMUM RAFTER LENGTH TRUSS RAFTER AND GIRDER MAY BE SPF, HEM -FIR, SO.PINE. OR DFL. .L 2)10d NAILS TRUSS TO (3)10tl BLOCK_ (4)16(1 NAILS BLOCK, TO GIRDER LENGTH -4'1' SEE DRAWING CNTONAIILO699 FOR TOE -NAILED RAFTER CAPACITIES. NAILS TRUSS TO BLOCK. (5)16d NAILS BLOCK TO GIRDER LENGTH -6'2' SEE HANGER MANUFACTURERS CATALOGS FOR ALTERNATE CONNECTIONS. co 4)10d NAILS TRUSS TO 8'2 -N BLOCK. (6)16d NAILS BLOCK TO GIRDER LENGTH - } O co En F - w GIRDER.BOTTOM CHORD t v a 16d BOX NAILS (0.135'x3.5') o 2x4 DFL 0, BLOCK lOd BOX NAILS iW - w z RAFTER OR' (0.128"x3N) TRUSS $OTTOM CHORD m AT 24. 0/C. n RAFTER LENGTH E 1 ' CLCo f N o, M `''PLT. TYP. Wave TPI -95 9 Desi n Criteria: TPI ST 9 ( *•MARN[NG'• 101013!3EO RUTAE EXTREME CALE IP FABRICATIOA. W.,0I LAG, SHIPIIMG, INSTALL LNG AND Ca C7 BRACING. REFER TO NIP -SI (HANDLING IASTALLI.G AHD BRACING), PUBLISHED Of TPI (TRUSS PLATE INSTITUTE. $BS O'GHOFYIO Oa., SUIT( 200. HADISW, Yl $0719), FOR SAFETY PRACTICES PRIOR TO PERFORMING TINES( FUKTSONS. UNLESS OTREIYISE If01CATE0. TOP !„,ND SMALL NAIL PROPERLY ATTAC-10 SSR OCT AAL PANELS. BOT7011 CHORD SHALL MAKE A PAOREALT RITACHID RIGID CEILING. "IMPORTANT-' FURNISH A COPT Of TN [S OCSIGP TO t0[ INSTALLAIIOP CONTRACTOR. ALPINE ENGINEERED •PROOOCTS. INC. SMALL HOT BE RESPONSIBLE FON INT DEVIATION FRON THIS OESION: ANF fA1LVRE 10 7 T _ - BU ILO 1'UI TRUSSES IM CONFOIUTAKE HIT. TIT: OR FABRICATING. HANDLING. SNIPPING, ASSTFAI At P'1 E 'B9 ACING OF TRUSSES. THIS DESIGN COYIORMS HIT. APPLICABLE PROYISIO.S OF NO (NATIONAL OESI Y SPECIFICATION PVBLIWO BY THE AMERICA. FOREST AN PAPER ASSOCIATION) AND IPI. ALPINE CONNECTORS ARE MADE K ZOGA ASTM A633 CARO CALL STEEL. ECCEP7 AS ADIED. APPLY COiNfCTOLS TO EACH FACE OF TRUSS. AND UNLESS OYNCRINI3E LOCATED ON THIS DESIGN, 'TED. CONNECTORS PER OR AYIAGS 160 A -T. THE SEAL 02 TOTS (TRAINING [.DILATES ACCEPT -CE Of PROFESSIONAL ENGINEERING Alp- EDgiciec" PloduotB, Im RESPONSIPIL]TY SOLILT FON TIE TRUSS COOODIANT DESIGN INDIA. THE SUITABILITY ANO USE OF TY13 S-Cra eDlu. CA 95BU CONPOY(AT FOR AYT PAN TICULAN BYILOI.O IS TAE RESPONSIBILITY Of THE BUILDING DESIGNER. PEL A.S1fTPl 1-1995 4EL71(T. 2. U a) CC i` W 07 L.FS - c - c - r TC LL N/A REF R6109-70212 TC DL N/A DATE 01/07/00 BC DL 7.0 PSF DRW CAUSR6109 00007035 BC LL 10.0 PSF CA -ENG /GWH TOT.LD. 17.0 PSF SEON - 66188 DUR.FAC_ 1.25 FROM SB SPACING 24.0' F It is the r.eslions:i.bility of the building designer and truss fabricator to review this drawinf; prior to cuttingg lumber to verify that all data,iilclucjing dimensions and loads,conform to the architectural plans/specifications and fabricator's truss layout. All plates are to be centered on the joint,left to right and top to bottom except when located by circle or dilll('_nSio11S. See drawing 1.0 for "plate locations on typical joints." The flat to cI1o�d of this xd r shall �� bra€ed with ��operly Mac le trusses C�� 1. C. , in eu o plywood ieathing. Note: Refer to appropriate design for lumber, plates, and other data not shown here. 24" O.C. Connector plates must be installed in accordance with requirements of I.C.13.0. research report I M 112949. 4a[, Top chord of this boston hip may be notched 1-1/2" do,�p by 3" wide (12"-48"0.C.) in gable fill area only. Centzl vertical, in gable fill area, may be replaced with two verticals (24" D.C. max.) for placement of gable vent. Refer to drawings 3,022,312,3,022,313 and 3, 022,313A f gable stud design information. typ. 311 12114811 Setback �_ _,_ 'Truss span PLATE TYPE ALPINE — FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR GENERAL NOTES UNLESS TIIESE SPECIFICATIONS fED l AND ALPINE CUN WARNING TRUSSES REQUIRE EX 71'IEM[ CAIIE IN 1'ANOIANG• EHEC. DE-SI(IN i..Rl I REF - ' NECTORS AAE FOLLOWED AND T11E TIlU55ES QUILT IN D TII CONFOfIMANCE "QUALITY TION AND UIIACWG. SEE "DWT- 1076"• TC LL p S [ SIT Dace 5/1/87 WITH CONTIIOL MANIJAL- IIY •TPI, TIIEIIE SIIALL VE NO WAIIFIANTIES OF TIIIS OLSI(iN, -IIIIACINC. W00o TI1USSES- COMMENTAf1Y ANIJ I{ECOMMENUAl1UNS" 'TI'I. ?.�l W. [� y �-a 1'd 9 FAPRESS OH IMPLIED ALPINE LVANIZTO S ANE FACTURES FILUM 70 GALVANILEO STEEL SLE f1115 DESIGN FUJI AUOITIONAL SPECIAI. U11AC• A C U A 1 .rC DL r' ps'f QNLESS MEETGAUGI UNLESS OTIIE II WISE SHOWN. MEETING REOUIREMENI'S Of ASTM Aa46 GRADE A. APPLY CONNLCTORS TO BOTH FACES AT INC, nEOUIIIEMI:NTS UNLESS OTIIEIIWISE SHOWN TUI' CIIUIID SHALL LIE 1. A'1 El/ r NO. C043845 r A n^ DL ABOVE 1)L• pS l En I`�S LO TRUSS EACH JOINT AND LOCATE AS SHOWN. UEARING WlOflls ARE 4" NOMINAL. UNLESS OTIIEIIWISE SHOWN. OLSIGN ALLY 11RACED W1111 PROPEIILY ATTACII CD PLYWOOD SIIEATIIING• IIOTTOM CIIORD WITH RIGID CEILING OfI UIIAC- * EIS. 63097 - -- 7'ot. Ld. SI 1. �' OSA Len. Varies LO ILL - STANUAIIDS CUNFURM WITIf APPLICAULE PIIOVISIONS Of •NOS•77 AND •rPi-m ING AT MAXIMUM OF 10 FEET O.C. 00 NOT USE THIS OESICN IYI11T FIIIE IIETAIIUANT TIIEATEULUMIIEfI f %'!, MIL �� FOfriliki Q' Ri r. Fac - ------ --------- TPI - THU55PLATE INSTITUTE. NOS -NATIONAL DESIGN SPECIFICATION Spa(�ing------- Typc Detail SM It is the responsibility of the building designer and truss fabricator Lo review this drawing prior to cutting lumber to verify that all.data .including -dimensions and loads, conform to the architectural plans/ specifications and fabricator's• truss layout. All plates are to be centered on the joint, left to right and top to hottom,except when located by circle or dimensions. See drawing 130 for "plate locations on typical joints." t. - Wote: P.efer to appropriate design for lumber, plates, and other data not shown here. Connector plates must be installed in accordance with requirements of I.C.B.O. research report 112949. . + 1X4 hem -fir continuous lateral brace required at 24" O.C. under gable plywood sheathing is not attached directly to structural top chord in this area. Bracing material to be supplied and -attached to a suitable support at both ends by erection contractor. Structural -top chord rr clear span 5X4 __ Truss span 3,027,999 Top chord of this boston hip may be notched 1-1/2" deep by 3" wide (1211-413" O.C.) inag ble fill area only• Center vertical, in gable fill area, may be replaced with two verticals (24" O.C. max.) for placement of gable vent. Refer to drawings 3,022,312, 3;022,313 and 3,022,313A for gable stud design information. 24" O.C.typ. 5X4 7`l . 5 X 3 typ- Continuous bearing PLATE TYPE —ALPINE FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR TC LI. SPP psf kat TC DL ABOVE GENERAL NOTES UNLESS n1E5E sreclFlcnnor4s WARNING TRUSSES REOUIIIE EXIHF.ME C DL 'r FOR LUMBER AND ALPINE CON- CARE IN VANDLIN(i, [IIFC. "DWT- Oy M HECTORS ARE FOLLOWED AND THE TRUSSES BUILT IN "" TION AND BRACING. SEE 1976". t.' `•1' CONFORMANCE WITH MANUALBY TH ATY CO 'TPI, THERE •'OH ACING WOOD 1RUSStS COM MF.NTAl1Y W. % ?r/'•„j '• SHALL BE NO WARRANTIES OF THIS DESIGN, AND IiECO *IPI SEE . C\ S A y EXPRESS OR IMPLIED. ALPINE CONNECTORS ARE MANU. FACTUnED NAL 14AC H ADDITIONAL DESIGN FON AOOITIUNAL SPE CIAO V - FROM 20 GAUGE GALVANIZED STEEL UNLESS OTHERWISE SHOWN, MEETINC REOUIREMENTS OF ASTM LNG REOUIIIEMEN TS. UNLESS OTHERWISE SHOWN, TOP CHOHO SHALL BE LATER r A446 GRADE A, APPLY CONNLC.TOR$ TO BOTH FACES AT ALLY BnACEU WITH 1'/IUPEnLV ATTACH• iro. 0043845 EACH JOINT AND LOCATE AS SHOWN. BEARING WIDTHS EO PLYWOOD SHEAlHIN(:' IJO1 TOM * 6309) *" T R U S S ARE 4" NOMINAL. UNLESS OTHER :SE SHOWN. DESIGN STANUAII US CON OHM WI T 11 AI'1'L ICAULE VHOVISIONS CHORU W1111 RIGID CEILING O11 IIHA(; 1M OF 'NUS -17 AND 'T P1 7tl ING AT MAXIMUM of ID FEET O C.00 NOT USE THIS DESIGN WIT11 FIRE RVAIIUANI THRAT€DLUAfUFH f CI411. V, forrEoi IbI- iRUSOil All INSiItUTF.NITC-NAtIONALnE51 N6PediF ICA tION 3.5" 1111`48to C. C.- 1.5" .. 3X4 DESK"N CRIT. TC LI. SPP psf kat TC DL ABOVE ps f_ C DL psrIVi rot.Ld. TSf 0/AIA.:1 DL) r. Fac .-------- ------ 4/19/88 3,027,999 c S 1. ---Varies Spacing ---------- Type r)(-tail JUG7. UIAOL-C CIVU UC 1 fill YY/ J I UI I V STRONGBACK INAIL TO LEDGER 12" O.C.) (2x4 BRACED AT 30" O.C.) (2x6 BRACED AT 56" O.C) E A34 FOR 2X4 STRONGDACK A35 FOR 2X6 STRONGBACK LEDGER (NAIL 1 K) TO VERTICAL I/3 -10d NAILS) . (K) SPACING FOR 113 = 56.0" O.C. REFER TO SIMPSON CATALOG C-9411-1 FOR PRODUCT ATTACHMENT SPECIFICATION (ATTACH A34/A35 IN F1 DIRECTION (PI) 2X4 SPFOR 11 I (GJ ( S1) /(N) DTR STRONGBACKRBRACE mm INT OUTLOOKER GABLE END ROOF MATERIAL (C) BRACE ( M ) X45 2X LEDGER COMMON TRUSSES (C) 1X4 CONTINUOUS LATERAL BRACING FOR BRACE (STRONGBACK) MEMBER LONGER THAN 75". ATTACH AT MIDPOINT OF EACH BRACE W/2 -8d CCOMMON NAILS. 24" MAX GABLE END / 2X4 STRONGBACK \ 7 - 10d COMMON 2X4 BLOCK NAILS 4-10d BRACE NAILS EACH END n v #DRACE K N o 6 BLOCK W BOTHES OUTLOOKER CRITERIA 3.5" MAX. TYP. NOTCH ® 24" O.C. 1.5" MAX. YAXOUTLOOKER / l2" YIN IJ 24" VAX IH11 STUCCO FACING (PI) PEAK PLATE TO MATCH COMMON TRUSSES. NOTE: THIS DETAIL MAY BE (S1) SPLICE PLATE TO MATCH COMMON TRUSSES. USED FOR TRUSSES WITH (111) HEEL PLATE TO MATCH COMMON TRUSSES. PITCHED D.C. ALSO. (0) OPTION TO WEB PLATING: USE (31-2" WIRE STAPLES (0.072 DIA./15 GA.) TOENAILED THRU CHORD INTO WEB & THRU WEB INTO CHORD ON ONE FACE FOR A TOTAL OF6 STAPLES. (PI), (S1) & (111) MUST BE PLATED. (G) GABLE END DESIGN BASED ON 80MPH WIND YEA. PLATE MAX. WEB LENGTH 1X3* 2-8-0 2X4* 8-1-0 3X4* 8-7-0 LOAD, EXPOSURE C Al 0-30 FT. HEIGHT. PLT. TYP.—ALPINE DESIGN CRIT=UBC OTY = i TOTAL = 1 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE OATRUSS *IMPORTANT** SHALL NOT DE RESPONSIBLE FOR ANY ARNING IH HANDLING. ERECTION ANO DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB -91 BY TPI SEE THIS DESIGN FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TP 1. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUI REMEUTS. UNLESS OTHERWISE INDICATED. TOP A653 GR37 EXCEPT AS NOTED. APPLY CONNECIOTIS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER O' TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD CONNECTORS PER DRAWINGS 130. 150 C ISOA-F. DESIGN STAIIOAPOS WITH PPOPERLY ATTACHED RIGID CEILING -- SEE CONFORM N/APPLICABLE PROVISIONS OF NDS G TPI. AN EUGINEFP'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER "", SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED IIEPE .DRYWALL APPLICAIION. FURNISH A COPY OF THIS IN ONLY. AND SHALL NOT BE RELIED UPON IN ANYOIHED WAY. DESIGN TO THE TRUSS ERECTION COUIRACTOP. O O p= O O --IPI . TRUSS PLAIE INSTITUTE 1111 - 1991 NATIONAL. DESIGII SPECIFICATION FOR WOOD COIISTRIIII 11111 2X4 SPF LUMBER GRADES MAX. LENGTH WITHOUT BRACING (N) MAX. LENGTH I/ STRONGBACK BRACE (S) 2X4 F.L. LUMBER GRADES MAX. LENGTH WITHOUT BRACING (N) MAX. LENGTH I/ STRONGBACK BRACE (S) STANDARD 3-3-0 7-4-0 STANDARD 3-5-0 7-9-0 STUD 3-3-0 7-4-0 STUD 3-5-0 7-9-0 q3 3-3-0 7-4-0 q3 3-5-0 7-8-0 #1/k2 3-5-0 7-9-0 #2 3-7-0 8-1-0 .SS 3-6-0 7-11-0 #1 3-8-0 8-3-0 k1 & BETTER SS 3-9-0 3-10-0 B-5-0 B-7-0 LL 30.0 PSF REF R992--45342 OL 15.0 PSF DATE 03/21/97 OL PSF DRWG C11123 LL ' 0.0 PSF CA—ENG DC. JD. PBC .LD., 45.0 PSF R.FAC. 1.15 ACING 24.0" 3,011 , 897 DETAIL FOR FABRICATION OF BOTTOM CHORD FILLER TO BE USED TO PRODUCE A FLAT BOTTOM CHORD OF VARIABLE LENGTH. COMMON/NA ILS.rEOENLYYWOOD A T ACHFREVENEACH FACE USING' ALL (B) NOTE: 2x4 03 H.F.. OR BETTER CONTINUOUS LATERAL BOTTOM MEMBERS AS SHOWN BY CIRCLES. CHORD BRACING @72'.o.C. MAX. REQUIRED. ATTACH W/2 -16d COMMON NAILS. BRACING IS NOT REQUIRED IF A RIGID CEILING IS -ATTACHED DIRECTLY TO BOTTOM CHORD AND CHORO(S) WHERE f. CONTINUOUS LATERAL BRACING IS INDICATED. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. REFER TO APPROPRIATE DESIGN FOR LUMBER, PLATES. AND OTHER DATA NOT SHOWN HERE. (B) 4-0-0 typ. 6 6 6 (P)611XV typ, LengL-h as required I - 'Truss span 0 0 0 o� o o ALPINE ENGINEERED PRODUCTS,INC. cm r_=, 0 0 0. P.O. BOX 2225 0 0 'o 0 0 oSTRMDRRDo 0 0 ;POMPANO BERCII,FLORIOR 33061 0 0 / PLYWOOD' GUSSET 305-701-3333 ALP I �Eg _ o�c;o FILLER DETAIL 3,034,897 ,kvL rrc o0 1/17/90 - PIGGY BACK CAP CONNECTION DETAIL (1) + CONNECT CAP TO ENGINEERED BASE TRUSS WITH EITHER 3X8 TRLILOX NAIL PLATES OR 4"x8" 1/2"CDX PLYWOOD GUSSETS.ON BOTH FACES OF TRUSS. LOCATE GUSSETS.ADJACENT TO JOINTS AND HEELS IN CAP TRUSS. (A) SEE DESIGN FOR LUMBER SIZES, GRADES 8 REQUIRED JOINT PLATING. * 2X4 N3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING (PURLINS). ATTACH USING 2-16D NAILS. BRACING MATERIAL TO BE SUPPLIED & ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION (A) CAP TRUSS CONTRACTOR. * 2x4 PURLINS TYP. (1) REV - 4/22/93. - PLYWOOD CALLOUT (A) BASE: TRUSS P I 0J 3,045,810 tJ = NUMBER OF NAILS REQUIRED TRLIL0X 4-6D REQUIRED ON EACH FACE 1/2" CDX 4-6D REQUIRED ON EACH FACE RED (A) N O 24" OC MAX 'PLATE TYPE FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR N ALTERNATE.SHOULDER i.DETAIL ARUSS )()(IMPORTANT)( *ALPINE EIIDIIIEEnEO PRODUCTS. INC. SHALL 1107 BE RESPONSIBLE fon ANY DEVIATION FROM THIS DESIGN On THESE SPECIFICATIONS. OR ANY FAILURE TD BUILD INE IR1155 111 CONFONIANCE NI IH DSIBB BY TP[. ALPINE CO70ECTORS ARE MADE OF 20GA GALV. STEEL MEETING AS7M AWd6 GR 0 EXCEPT AS NOTED. APPLY COIa1ECTOhS TO EACH FACE OF TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS OESIGR POSITION PER DnAWING. 130. ISO C I60A-F. DESIGII SIAIIDAnOS CONFORM N/APPLICABLE PnOVI510N5 OF NUS•C TPI. AN ENGIIEEn'S SEAL ON TMS DRAMIIIG APPLIES TO THE CONPOIENT DEPICTED HERE IN ONLY. AND SHALL NOT BE RELIED UP014 IN ANY OTHER MAY. WARNINGIRIISSES REQUIRE EXInEMC CARE 111 NANOLING. EnECTIOII AIIO BRACING. SEE 1110-91 BY IPI. SEE THIS DESIGN FOR ADDf TIONAL SPECIAL PERMA11ENi DRAC IIID RE OUInEMEN1TS. UNLESS 01HIERNISE INDICATED. TOP CHORD SHALL BE LATERALLY BRACED MITH1 PROPERW LY ATTACHED PLYWOOD SHEATHING. BOTTOM CI1OnDCONECTOnS MITA PPOPEMY ATTACIEO RIGID CEILIIIG -- SEE ALPIIE TECINICAL UPDATE 17/1/911 FOR PnoPERPITCH:VARIES DRYWALL APPLICA110N. FUNIISH A COPY Of THIS OESIGII TO THE TRUSS ERECTION CONTRACT A. ' *N W. y 5 A L . C043845 O * Ev. 63091 Lr civil , 'jF Of. CANE QQ \ DESIGN CRIT. • 12064 TC LL: 50 PSF TC DL• 15 PSFDW BC DL: 10 PSF TOT. LD: 75 PSF • 1/28/93 3,045,810 FN 'VARIES DUR. FAC: 15 % SPACING 2=0"pC TYPE: DETAIL +--TPI - TRUSS PLATE INSTITUTE. IAS'- 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION . A.. Av r o10 >,o in C > 0 M r - 02 M prpC (D < (D -< (D m Z ;o () ;a z ,0— 1\5 Z -n V n m 0 m -u IQOO N.Cc olo W > 0 11 10 C/) 0 N)N) ;u N)m 0., -w 0 m 0 T -n o 0 cn 'o in Q -u '0 (D l o0 0 W c -4 w (J, 0 0 m 0 I m > I m ME! PON M- MEN L4 4 L4 L4 --0-2 18-11 20-2-8 14-5-4 in C > 0 M r - 0 0 0 0 prpC (D < (D -< (D m Z ;o () ;a O 0 a m 0 m -u 0 11 En C3 0 0 ' o o o o 8 -w 0 T -n o 0 cn 'o in Q -u '0 (D l o0 0 W c -4 w (J, 0 0 A. 0 0 . "b 0 14 - 10 I m ME! PON M- MEN L4 4 L4 L4 --0-2 18-11 20-2-8 14-5-4 / .. +spa 7, , ✓.. .tt;i. f..:ti., + •1 ji. .1; I:I+. r' c ob Name: YRUETA y I rlcirity +. Truss►1Ds-A1 . ' > Em %-IU: 1911f1' SUE MM iff) • 1 Drw r 1 1.12 11.71 1.50^ ,?r GrA ?BFP t1b5081.th Platt i AbSI/`1P1 - 1595 2rAs rrBFP,R2100P 1 f L 3-4 ?rile"I ! I8 %E CMCIJ17C 14:1:9911' (X 11tta dmign 1 qz cj7 i luaalfg tl lied 2 :: e- 9 2ec6 3.50" 2.49" W, - 2x4;9 LSL 195pp 1 tJi M111'I Ixsr l{te follow l!g Ilet zxq>jE 1, 91(27 N, `} 1oe1 atw Iraiand (Nf,Y ntoc C.C. ftvn to 1 fC I,lal: iii. tff, nw 11eILar ,lfezar ajl0, i alb pea• 1'5.73-56/. 41 7C 24:011 3- 9-15 8- 5-'.12 1-2 :461 1 ,9 .9U Ih:,Ltve Inlet lod' materia at each ). yrh LXTTFP Il1'ACrTM(S) I ]m nun. act twitbd to at afd r 4twoKR ICED F 51PJilar RLTU![ } 1607, raq}x>rL 1 -499µ 2-3 :286 a l 59 1.60 Ll- pF l'i3 Sµ X 3-4 13.13 13 'l5 .88 t o fL.t 7C W` ' lamt . re is rec d -d (l -Y cUteru) to t Qw all ]a t }ztatigl/tc{ lire. ere lrm-91,a-d This is cieeigrlacj ua11yj the, each. heri>er b 9I }-1995; 7 0.3.9.5 aid ].0.3.9.6. )• Tf t+lQk !-1.1. If51 GYf IlCU r6 24 0 01I-,',utlsea Ti6ted ctiezwire, LBC -97 Qom. t 5-6 :263 . i7 .l5 .27 b' a1cb AlCloee Yea, LY>i Z -m =)3o " %6-7 228 i1 .45 .69 j; y zi w Lim Ph 1 C ''7-8 122& 2i 95 .67 ? Bl80:00ft, 46.00ft 1 Mean height 10.80ft, 4 100 p, YSB 1111:h' (:;1 tdli f{74E 0:1[ 1, Aid Iced . 21,0 pef Claseificatia _ ., 2-6 r/1 .21 3-7 7275 .•14 -_--_ ---THAI) 81 IE3 QJ IQAT39 --------=------- 2-7 cGl 62 IF Illr L.Plf L.Iac R.Plf R.Lx: 1Lf1L ?S x711-IJ:f_1'ICII (-{ .,1 : TC Vett 66.0 0- 0- 0 66,0 2-11- 0 .58 e•fagiii I•rri-I 6-7 (11'Xi 7C Vert 76.3 2-11.- 0 76,3 9- 5- 0 .58 U'= -.1c" '1`- 31" 7C Vert 66.0 9- 5- 0 66.0 12- 4- 0 .58 _ - " ac Vert- .16 .2 '0- C) -'o 16.2 9- 0- 0 .00 ? W. Vert 321.2 9- 0- 0 321.2 32- 4- 0 .00 +• .:.uf. I ,:e ,,.:, - - 1).n X.10:.- 1 1 'L• G r,- p. G I( Veart 7.8 2-13.- 0 0 1!2 ' r. '- 3- 4 1C Vert 5.7 2-11- 0 ,00 4. 12- 1-lG. 1- 8 7C Vest 7.8 9- 5- 0 -3 :. it -•4- G TC Vert- 5.7 9- 5- 0 • .00 DC Vert- 3243.0 8- 1- 8 .47 i 3-5-11 -1 5511-12 3 111-4 r ,,- 3-5-0 i S 12 -t 1 I 2 1 , -...... _3=ZI5_ _I , 4 00 14 -4.001 0 QpOfESSIp; 6- ° ,. M ES, Fye fit : 1.7.4 4 f;, 4-4 - - I h R. 9 i •Z 7 i 4 r e 4-4 I -7-4 uCi <Q T(1-3-15 ' 4 4 J No 048962. 10 SHIP f r Exp. 12/'1/02 T OF CAU . S 3-3 -16 11117 4 2-H H1H .r• 12-4-0 • - 10/ 1 Z/ Truswal a ° ' I2/ /y ya elpalPldkery are 20 + i7 / l ill, a-,"jilil6 17 ga. unless shoF✓n.by.'!18"(18 ga ) or fi;ga &PS ii.d,. er Joint Re ort P F o ed,1 114toq and false aPt►lol 7 /3ax s 11. on as,shown above ( _ 3 , f. F Atj,SVYtr;I.Ix .,.oli llI!`$II B! Iln11, gWe 0 PP a,l lq IIIP l?i4ilfi Cpnlrnctor, My1 34.op nf/p woatsoWqluf boan bple{)' j 110A I incl {031404 6 Ale coin nuwN InuuhlehUO prlQ Qu71a =M*''00. V040l ,d by Ole Gam w1 p!)tJOelgn ►w11111r4 . Nu rtlp119111. e4 ! . Allnenglufwl uccl ru0y. 1)IlncluiwlA u aPfo 1 bQs!IiA m"f pr iy off 114/IIr pullAln ullpner ptlur w I brit Illllt; ' 1I 1 deolg Pr 4.1 g+gErWln IIUI Ills Iu14r utlll cA ul1 Qllc 91f R! hN1141ng ccnl0 an4111c 110,0, I 11 gRf m Aat3+>r 1 88 tII,Q9CO. cg hY 9 'T:. pYp'bR}}8h} f1lRfA N (aleiall hrecccb !ilT flPAI W e • ;M TI}g 4EYI8n IurHmfO Ih4} qlq IechUrRCtp({ ehlwm b pr Ialf llp9q;q!f membe mil lu red cc buck) l l9•l11S 1 InRlerl1l Alreclly ullached, uNeoT olltcrwuP qo1 :,W ppb >Iz1 2`t)I1QRI!t" II}o ilj9llwjo ( ry Y 4 191 IM t, ggmInfil I fluill putby Lined bt un on3lrailmo IA 101 1 TQ srd 1 0 4 U Illtlull A4KfovA 19( u11JINf wuro cuiuleclu f P • Y P , P. 9. 1P0 iziA ?s Bpd,% 1.00,7 I,.. 7'„I•, Gy,io1'U WWp'f - wU p17) e r( ri'.t1 biic{Ilo; Iwnlllo 11101411ungbtuohbIfulu t., - p'PAI$'''rlunw.11, IA81/`It I! W04 Tnu0 R4ultgll of Mnorl dIPgA4rA HIBp' #r 8o i,ivo Qp Q i r odu al! )INIf 114 1 1 I I A'I'11 1 ' q • 111ANr H II If.''a1'' IR !!rlhRlf CI'YI) N hxatlpJ'ul Sq 1' n {R WAgI I RUgNli9' (IIID 91) uf14 !11111.81 f...: .; HO Asad 7i Q* -0 Varrlwr '1'6.1.4 IAi esw41 '(ANI' i 11 I(r♦q. fiY pAIV {ul li Sal 9. 7 i Wf n!/fit Bpss i Q 7 x- AICQEIr:NWi #Ili boll H' 8 Rmorlcll I r%u 1111) Ost7 Rata %2 1i,'t l 1 } I- The . P r 1 ob Name: YRUETA Truss 1pt; C1 : 2 Drw : $rl 1:-!iY 137::1 SIZE REQ'D 7C 2xA SPF 1650E -1:5E WIM v s v:i` Al`SItm - 1995 ) t QJ(9) I", Vs -J9 3.50" 1.50" HC 2x4 1 SFS 3 3b50F--1:5E IB 'IF& eTTIIl IE t fdR' 1 61 ` r 2 17- 3.. i IdY3 3.5ri" 1.50" 6E8 2xA>E ro x;BI[D:[r,r 1D CRAB. 2 -662 &LA3FSt 2 8PP 1 1650Et1 ! i Ynw are ba -1 C1cY TC h1I4F Fil. 1!n CSI RATE VALIFB HR'T jaa= 1607. ' . Thi= 1e tiedigl- ue11e the 1-2 „ra ;,r, . 7 .37 Lkainge inlet haf tar +c tlpl at each bearirc,I. Ua-- 97 Qxie.' t , yl -2 t?"7i 0[ 37 .3S Ptsosa Ft ) : C ` r(ja: ) to lull Blc F17a1oeed Yes, FYId 2crle = I3o Bee 91 and eJ r3 is for PLF load9 ani Hmi - 2-3 S"e ..r,. a0 .42 r Jt Y '' 1 IH- lesieia MI3f be distribltad CoP t Line = MB : C nn 131d3 80 OOft, Blc Vt1 = 9a, OOfI , a3-4 S2o G3 .21 .23 73>9I%IPI 1 1995:x10 °4 apd 10.3.4.6. Edi` ,Y,e lally. liulti-ply with 11rt him heig U,49ft, t+>PH 100 2 -RSI [Tail w/lOd CQ42rT d M-97 use }!'}} aillllea Inin.irt:o the men t aasi£ 1 .BC hr la`E h-7. . 1117 CSI Sect. 121' 1n. 7C-"2/ft liC; 2 ft 4>E84- 2/ft F n}>xe ttyaii 2 ly, acii nail Teter fmn - --------LOW CASE 1 13MIC3'f I!]AI1B Mad Lced }_ f_____----- 'S-6 _ 5S i5 .e6 .45 x aciiq ll Ply(e) aqd/ bolts if siren, or Dir L.Plf #1-4M :Loo R.Plf R.Loo q 6-7sia i S .1 •.32 f use ally ot]lex'a vled derail (b, otllera) . 7C Vert 7-8 144 .35 66.0 07U- 4 6610 8- 0- 0 .58 a_7b0 sl - ++'++++++++++++++++++++ 7C Vett ]60.2 B- 0- 0 160.2 9- 5- 0 58 FJ 7C Vext 66.0 9- 5- 0 66.0 17- 5- 0 .58 ITB h1. M1 r ,1 lEli RIa E GSI 6C vext 34.0 0-11- 4 ' 34.0 3.7- 5- 0 .00 2-6 .,4 .r,l • 1-7 66 .Ul 5 . 2-7 . , :.J LJ<l, -'tt58 l r, 1j x the Moo Nit -,IC 711 e... 0 ILJILI'i'1 11 I: .u,l ` ' 7C Veal; 199.3 8- 0- n ,00 . 1'i 1111.1:11 '/ r• f1.I iAa 'I 3 IP C Wal: 35,1.0 9- 5- 0 .00 31 4- 1u 1/- 0- o '2 6- '7- b r 6- 5-12 r 8-il- G 7 b-1.1- G - i 7c- 5-12 r i 7-li 1 2 3•N_1 7-6- 12 6-7-8 8-1 1-11 16-5-12. LA d:oo 1I711M 303p -4.003-4 1 w ES 3-4 I 1 3.4 3-7-y ~`\ 6 1(t1 2 x1111' A 1-3. , . o C 5982 ? '1P Exp. 2 3tl02 '1r CN OF CAt II- - zs_1?'_._. 2:5:A 8 ' 6.5-12 " N•I 1.11 16.5-12 Trua'1 10/12/2000 "W,( 6 9ypt me P} tae are 20 Ela. unlcss_chown b 3.8 18 ga.) or 13oalet } 1!'o it !!H!'(16 gat 3r+ oait, oj3q.. 'ppr'Joint Report. 'C} elecj la ea and false ` £ram plat®e are.poeitioned'as a oi•/n above.'' IE TRUSS. Szsa CO. (CA) . 1'S11:A11 $.A u,., r:P,W,., CO r)907 G Ycreion T6.1.4 •ii reef pr or w fabrlclulin ;•,'1' e 911 1i!8 du ag code and X1190 I4Ier111y tiraceq by a r)$li ?114 gh_ In& mal only In reduce buc) linS'1e $II1 h rill? d/ur c lwe cmuleclpf Fl94ts t 4lfffalHdj•'i' P? by I Nywal, 'AN811Ti11 j :1WTOA' I' ; 1NP 41. UAL 11 -ATP FA n r w is Ioulpd rI 543 13 QpPIPp Dfly J?J lln`!'vJlirn tur woi, gabot' • .-.. TPF;91 34.7 - by 1bp F41Ppunenl manufAclurer pod dune, ienclmull u"urucy. Dlmentlunr ?rP {A be 8H 9 r r NwlVa s Ayr• NIn q -w 111e loads Adlizcd pre 014 , dial Dagur I 8B #LC p 9 ' , P $'t i;. • - . ,40.4me9 1110 lop pti?id it 1a111y Ilyallached, unle6gelherWlyeu9ted'',, "- TC Vii . } rG`Flo d1 "l be placed In any Gnylronfli4n{ Ih?t TC Deas} 14, 0 @ ' )t 18ad rr 1, 00 ss 4nd1e j1161 WI) pnd blapp (1119 IIyYA In fti•) u,e GAun ll of Americo S1Aadard Pwl $n HC L1Va - i.g } Q >'+'€ Y r ^' Dr 19 oiags 2- o- o •' JSSj'S' (11111.91) A1.P{I,'111H 94 pn6t1153719 7.11e Alherican I?ofggy ljQ 18C Dead 7,9 Egg"#j' laH 1 UBC -97 r . rd TDTAI, 4n'.`Wj f- ,l o:'I4/240 M LV240 Doi) Plaine: YRUETA ,.: - r+' - . Truss IAs C2 2 • Drw' BR3 , is- 1 f-' F1N_`1' 317E FiF ' U TC 2x9 9FF 1650E-1. T' 1 ] • 1- G 1:.5 3.50" 1. Sfi" Platj. ADSI/'PPI - ].555 UPLIFT REAMCWS) ( 2x4 9FF 1650E-1. TFII9 L1 :9 I,q 'II£ Cg4FCgITE FESLLT OF s,g c t 1 304 2 '17, i a c°i 3.SG" 1.SG" FSB eti.el$ SILD MIIPj 3 ! SLIIEF2 2R •' SPF :,1b50F-1.5E ei are based CI II Y s 4 2 -304 a. -2 i•: FS L /i7. Lf D r I Fih3E 1/hL1ES FL32 ICED I REFu ' #1607. - Thee ttt is designed using the 1-2, 11— .Li, .eU .20 In tez7al at Fedi I rirU• Ut3C-97 Qxir. 1-2 it f.l 11 .45 Is P 10 PSFrarow___L DrSI.,. • Hld3 Ehc7cx 3d Yeah Axl 7gte No s : 2-3 1 i'/"s 03 b2 .66 I FinrlCIMAMW Ocam-i Urvi o No pq Categ y = C 80.0Oft, Blc Wic$h fl,.00fl, Ff I ld 1i /•/.,. If F r 4 l hY U1 imf F elgl't 11.62ft, MR1 = 100 r4-5 IG0 .1S .'•5 .41 CTaeeificaL:ian 1, Dead Lid 6 21.0 pef 5-6 lei] l6 .35 .50 F.{JEB F+ k-1: L•' l".1 I WED FCFQ_E f-'. " 1 2 5 P's• .: :LIFO. -1177 •.1 s o - /99S 11J I•Fh1 :-v r1.1VE) '(1 a ;,. „• ,, 4 _ NDN- IL— ' 7-9-1 16-5-12 •t, 4 r 3 4.00 -4.00 ' W; A& _ , •, Qp►of ESSio 3.2'12 3-4 O 4' s ) d 3-4w 3-2-12 Q • MEss F IU 7 11 9 2-6 a 0. 0 982 ::13 12/3!1102 CN\L a P il• i -- —---Ifi5:12 -- rf of CAt Fo STUB '1 i 5 H ,1 16-5-12 ' x ' Ttllawal 9yete(ne Platee are 20 ya. unless show b !!1 " 18 O / 00n0, .«N, (16igg s F.,4 oeit#onecsi er Joipt Re ,ort C' 'Y 8 ( . ga.) or T2'... {1, frames lateeKaire "oe Eioned'' s s3ho"41platel3 and false 1; aaf +dl }6yt.e }I above +. lr, P,S qn> ,; t 4/IVeI N%Ir vd n Fe i4a qIr r 'w+ nd flu l((p }' ccllna G'Nrlirr rNr, - .s28.7 9Jlnco > 6t W5 lui,fflf►11p(+ lH1l 041IFPI I lIFl11.11 Pc11 bq►p qp q to ! l b _ N c yerrlunr.y(,!fFl Milo !IPiA 4y g}}' wmlaril.. Nu rp PW14 hR1lY IF Paf um eF4y C4 by !I!F cumpancnl InnnUfaaturof turd dung q'k 1 SB vedr44 by IIID cum unotlt . of u ar , Q (4f Altneitclona! accurtey. pimpnelpa4 urs lu be )Cr FNi N4a1P c H E TRUSS c±leq:rl?ul'et uF 1 f Tsoyy } (bUilrJf}t de►lgncr Pr}or lubllpc lana; j!!}F !II A!1' •l,gy, }gf•mpcl f!gcfll?!il I}WI die ly ?t19 4gll {I aj Ihlq Aagaz I 89 IILC 4 P •. iR I+, CO- CA b^ s1} RY. !}atfalf w pN{B I ?Il 0 HAW} RIIYaO std 'ble4 f.PP I :.Il9U Thf A llgn A9g4111i !14?f Ih lop mIgF919141froll r;"i , Bracing jwWp ig for lu(arpl tu rpoM p(aPlpp#>lS l4 fllemb l+ i'nlY io reJuce buc i nEi "` }Nlerkll difeclly at{ cheQ. unlegq PlheF ylse pgteQ!_: ,` '#1"@' 1 i g'??A •' }A®n` I+g r5 ' X01, 25z . ,► sI t:nrn N'IA Rola !¢a mul+rure p IILe # k, „g I•.:>sli}: •1 hi?.curnPpneni 51ta11 uql I}e place# in Fny epvifpnmenl Thal TQ Uead 19 I 'PI ( war# {o grccca #Pb aaJ/nr t; we ,y j.•. s:.0 wJwn_. m1i61}Ilai;j* J jIANyit.aI.S} .i.il. %I(N i.:•li,11 j ..LWue!luilllnalen :&: ~_ 'lu,.'_.1tu11!Ilc t`I?uulll ;tb Ia01I11A I rd WilsoIWPINTI,ruiu411FIl a(AII41pq 81Pndn1v $rIby /11.;5 81) AIIMtr I f uf (TIuleQa(np{W pNLygl9' • IIIL-ll)ad BC Dead wl Wlsconaat53719. tl r! eA ? 1 WfiWf r}, AAg4Oj j0 `t?,i4;?q. AOw, R .i < UBC-97 BlZC -5 99 71y5: U 1`Pmet.. IheAlneiel41 - Q '; t F1fl Rilin:'T: .m.". F ,4 q _ 5 6 17-5-0 - �# Trustyal Systeme Platea are 20 ya. ttrilesa s)lowlt,b� '118° or 10/12/2000 po Wo e ) r ¢ A per Joint Report ,l # peg( atea and falee fs a atee �are�4 0'' iCio eii�ae shown' above : i f kit t(C,R��'�r.4,'bll��i'otgs Pn lhl� cNee� �n�g1ve a fpm,��flf %A:llie:R<r�cl/ng,tL'on�rnctor ::,• Fgu 2e.7 wo �soi IIF,lyp ,({t'^!«F^%iii(!TA�y le ^.(�.`.r�d��'v. _ pa�i�a I �.. m� II hat beenlfpE�IIF4�IIa!!! provldeq by Iho compliment manufacturer and done THE TRUSS vcrl b din com Qgr•auvelrtau ar;T�i m�,`t°a APPA gwlgn lwndarJl. No B)' t C1iat:e�tJer Nittme t pmMlalllry wllumeq for dlmatclottal accuracy. Dlmutelome urn to be 1 {7 S 4tsra Y ,ar eI[eud It'ramululXtirer Ynd/ar bulldln designer prior to (ubrla,don.._,Tho pNild�! ellgller muel uscertaln drat the Inds ulll@ul on Ihb 8H #I.Q 10(? A44:°aifn8 b�O° l�spell !Rt�t9Tho (►ulgq 48u4M +F �{the lop c !of9 1? IS1AIli'_/�.rF?�3 NI°,4N49!R,£fiplQ 4 IaiemUy braaeq • py p 9, 9 € as ;r 1 r S 4 CO• , �`Orae 4hofyn 11 ar Y h9ayryache,aneel oterWba no(ed. ,,' !t . �. P l"J �( b3leralltupport uf,c9mP�IePw'metpberp on1 In rcducn buckllti e'$IhT p : +• °' ' 8 L.p ( hla eqm ousel clwlllutt pe pL!txq bi unyenvinnunutttliotad 19, 0 �loP ae�'Ddbr #A4 1.15 the mobture Q}rtlCru:oftilho3wtigq w,oxgc IU9b Nglllnr wulr cnnnccl!trM 4•. 1 rRllWj;- rill!►1ullc; Iwllgla, hulryll and brace Ihl3 1 Iwr ( .. ,I•.,► 1 •, . ,'..t„ n,.,w6., ta, r,rn t , 41�+ WW! ih �� Ian1Lt`rd�� J(tIN'fil�t+p lI I1 py I rutwul;,`ANpI/T t f1(1 f .; I Amv c,i Ntundu�' I I'� ^ 8Q 4 >, " ` { t, Ra 1b1141rr ~.sr , 4?,!H(Ifi1 ,W. q ANtJ ItA�jINc(p11:1 AI. PI I �q•1�`:I fF1^^ ; �r�p fits (101111e11 o rl, . rq aw yn r? Y° ! Q#.,,.,.. , , �Q! �q?s+Br Far. Q, - V. 0 •: y # �6 F fINPfPR W IR bGN (IIID JI) unll '111U-91 BC Aead 7,0 paP ' Dears►"8jaeq UBC -97 { tkr UMIr1ARY 811111. t by, f17: ITie Try4 PhW tlulllote (I'1'I) lr loc,icd ut Sit3 u'pilp(I(N lirl9p�' Iylad'!up wisci nein 53719. 'i'he Amerlc tt Noresl 1nQ K'TFS.O.Voruicli 1'6.1.9 Paper!lN4g41?R( 1 J !i►' .N ��l11IFI.�!!} I;!►ShII:N c iir , ate..» �• Wt! �JJ .W@1NI1!Bl�flr, �, ritk e1 i /€Yv axai w, s xsa irx e I rC y 4 2 0 `IC: 2 �' • _.. :c;�++kvsms TOT71I.a,s.s..., 40:OlPef--('d i>ti�OI:.J-✓.i.,a, . r -✓..94 .y ob Name: YRUETA r� ��, ;( .; -� •- - - Truss IDs. -C3 - - 2 Drier s 1hFC'I' SIS 1�EQ'O 1 (j_ ]-]: t,7 3.5011 1. SU" 4 2 ]i• 3- i GSI 3.50° ].SU" 2x9 ;HPF 1650F --1.5E !S 2.c9 Sly 1650�-1.5E {FB T.IA .+HEs 3I[D.}, _ Plat AbaT/'IPI - 1995 i]T1 CF 7�Mitl4m. p et �xat11 IN(942 1 /T' , 1't: i'_ ill. 'li/, l:ji lil{1iE Vf,ll)~iJ li1�ipT�D Fi�AidC'i{ F�t7111' If16U7. ifLfaY) [(.1C ]l/ [-.sf' rLii-•�: 11'1.1,. (c+IIE 4�NiB d-la3t are }sux�e.i CIIIY Q�t 'I1i�nii thiep 2 deL32i 1 t.iali'>B Ute 11-2 11.:1 1 :.f, .. nLItCC-�i11 iAi.. 4Y}1141.14.111)' _ tL1.�97• 2-3. i :'e'� i - �. . Cr, Bld3 EYialewr,4 Yea, 61td zan o Pks . BC I+ 1: ]•' ' i, Ilaxicup pxS41 Urn . Na�t47(nW c Blc� 80.00ft, Blc ;.:I. If rs[ 4-5 VI i1 I :4 .4"t '' Yac>XJ3 4Uofc, lie till rook lOil: a 11.62ft, MEIi a 100 1"•5-6 i15] -1h :1 .52T U-LusiflraUcn = 1, Dead I.cad m 21.0 pef '•1't7! H!'tl, r;:l� i3.i, 1+3 -YL•' l:a � - - - 1'P{X 9IL}11J:i'llJlyfy..a,l 9i 1•I III I.1"(LIVE). .m.:'.)�.il 1. I:, -J 1,,.1 -_ _- .r• - 'f , 2 L is • ' h r' J'4 • , - y N'If'If 17-5-0 m _�• , . � _n_��tt-- - ,—_ a=tea Y '+ 4 4 QPOfESSION, �.. (F aMA E .1-2-12 ¢ 5982 .1 4 2 6 - 3 Ill -8 J: o, ' o-3-15 2-6 SHIT' 2 131102 k s }IR =0-3-1 Exp #- v' (-; .9.�. t) s a,'�i, , jiyj�jti�.5-3 �,i'�G +('"� if ?} ;Il•! OF ,4 q _ 5 6 17-5-0 - �# Trustyal Systeme Platea are 20 ya. ttrilesa s)lowlt,b� '118° or 10/12/2000 po Wo e ) r ¢ A per Joint Report ,l # peg( atea and falee fs a atee �are�4 0'' iCio eii�ae shown' above : i f kit t(C,R��'�r.4,'bll��i'otgs Pn lhl� cNee� �n�g1ve a fpm,��flf %A:llie:R<r�cl/ng,tL'on�rnctor ::,• Fgu 2e.7 wo �soi IIF,lyp ,({t'^!«F^%iii(!TA�y le ^.(�.`.r�d��'v. _ pa�i�a I �.. m� II hat beenlfpE�IIF4�IIa!!! provldeq by Iho compliment manufacturer and done THE TRUSS vcrl b din com Qgr•auvelrtau ar;T�i m�,`t°a APPA gwlgn lwndarJl. No B)' t C1iat:e�tJer Nittme t pmMlalllry wllumeq for dlmatclottal accuracy. Dlmutelome urn to be 1 {7 S 4tsra Y ,ar eI[eud It'ramululXtirer Ynd/ar bulldln designer prior to (ubrla,don.._,Tho pNild�! ellgller muel uscertaln drat the Inds ulll@ul on Ihb 8H #I.Q 10(? A44:°aifn8 b�O° l�spell !Rt�t9Tho (►ulgq 48u4M +F �{the lop c !of9 1? IS1AIli'_/�.rF?�3 NI°,4N49!R,£fiplQ 4 IaiemUy braaeq • py p 9, 9 € as ;r 1 r S 4 CO• , �`Orae 4hofyn 11 ar Y h9ayryache,aneel oterWba no(ed. ,,' !t . �. P l"J �( b3leralltupport uf,c9mP�IePw'metpberp on1 In rcducn buckllti e'$IhT p : +• °' ' 8 L.p ( hla eqm ousel clwlllutt pe pL!txq bi unyenvinnunutttliotad 19, 0 �loP ae�'Ddbr #A4 1.15 the mobture Q}rtlCru:oftilho3wtigq w,oxgc IU9b Nglllnr wulr cnnnccl!trM 4•. 1 rRllWj;- rill!►1ullc; Iwllgla, hulryll and brace Ihl3 1 Iwr ( .. ,I•.,► 1 •, . ,'..t„ n,.,w6., ta, r,rn t , 41�+ WW! ih �� Ian1Lt`rd�� J(tIN'fil�t+p lI I1 py I rutwul;,`ANpI/T t f1(1 f .; I Amv c,i Ntundu�' I I'� ^ 8Q 4 >, " ` { t, Ra 1b1141rr ~.sr , 4?,!H(Ifi1 ,W. q ANtJ ItA�jINc(p11:1 AI. PI I �q•1�`:I fF1^^ ; �r�p fits (101111e11 o rl, . rq aw yn r? Y° ! Q#.,,.,.. , , �Q! �q?s+Br Far. Q, - V. 0 •: y # �6 F fINPfPR W IR bGN (IIID JI) unll '111U-91 BC Aead 7,0 paP ' Dears►"8jaeq UBC -97 { tkr UMIr1ARY 811111. t by, f17: ITie Try4 PhW tlulllote (I'1'I) lr loc,icd ut Sit3 u'pilp(I(N lirl9p�' Iylad'!up wisci nein 53719. 'i'he Amerlc tt Noresl 1nQ K'TFS.O.Voruicli 1'6.1.9 Paper!lN4g41?R( 1 J !i►' .N ��l11IFI.�!!} I;!►ShII:N c iir , ate..» �• Wt! �JJ .W@1NI1!Bl�flr, �, ritk e1 i /€Yv axai w, s xsa irx e I rC y 4 2 0 `IC: 2 �' • _.. :c;�++kvsms TOT71I.a,s.s..., 40:OlPef--('d i>ti�OI:.J-✓.i.,a, . r -✓..94 .y 165OF-I I !E 165W-;I',EE 4-9 + i 11): - 3.995 SITE FE%W Cr 41 are Luued cmy L. ealLil lxarJry EEAMI 6W. 4 to avuicl dire (I'll = - to U See MB -91 w-4111WA 10.3.4.6, CJ7 .53 MC:f, 312E JiFQ'D Tc 2 Uj .11 .72 1 12 7-,!7 '3.50" 1,87" Elc 2 2 24.]0- 4 J -Z6 li VEB 2 7r 14 4 -T I. - , -job Name: YRUETA 1-2 12-3 - i: I- J'/ 17 .16 .42 .59 +•+ + l"Ll Y'atuum , 165OF-I I !E 165W-;I',EE 4-9 + i 11): - 3.995 SITE FE%W Cr 41 are Luued cmy L. ealLil lxarJry EEAMI 6W. 4 to avuicl dire (I'll = - to U See MB -91 w-4111WA 10.3.4.6, CJ7 .53 MC:f, 312E JiFQ'D Tc 2 Uj .11 .72 1 12 7-,!7 '3.50" 1,87" Elc 2 2 24.]0- 4 J -Z6 3.50" 2,31-1 VEB 2 7r 14 4 -T I. - , 'vj . fit) cm 2 1-2 12-3 - i: I- J'/ 17 .16 .42 .59 +•+ + l"Ll Y'atuum , 3-4 b5'7 .2" .56 .72 Urrartzated : 4-5 b41 1 .17 .38 e-ich PI DC '6-7 1 -u -3-l-, S. 25- C'• C., lit) C51 was Fc nme than BC Vert 1454.0 17- 5-12 .47 .46 .12 .58 auticrra pI 165OF-I I !E 165W-;I',EE 4-9 + i 11): - 3.995 SITE FE%W Cr 41 are Luued cmy L. ealLil lxarJry EEAMI 6W. 4 to avuicl dire (I'll = - to U See MB -91 w-4111WA 10.3.4.6, 4E TRUSS CO. (CA) VIhrl I:J.I.y ' A 11, , I Wo T 2-11-13 I -r4l-3-IS 1454# 74-0 4 5- A 8 5-2-11 9 -4-0 10 7-5-1) 12-6-0 T7 -H-0 25-0-0 4 1. V'J M -As Clas, ba@.4' p per the 611,A4 174 8; CJ7 .53 we WV CUXW at:FWDYWI kwjuln Or to fIA .7d -10d r.-LUa A, ir4icated w/ 2 Uj .11 .72 + t + t ... . . . . . . t j. t + + m4st be atrL=bwal gracU, 0 2 11 0.6. iraess rated ctj_ -e se. 2-FIXIM W/1'm amaq LIff-H-T FOLCTICII(S) Ka --ad ff' - 97 cs] sect 12) iti: 7C- 2/fc'BOCt- 12ft W %/ft 2-7 4-8 -1195 .17 2-8 3-8 -]011 .4; 4-5 3623 G8 11111-14 alcb Fmlc-dEw zctla - No 095 b 5 (1AW) le U 100 ,qgft, UFA Clasoifim:i- = ll'Pistii Lrali e i 21; 0 ppf G- C) LJ 6 0- 0- 0 Dir L. PH Llbd R,Pjf R.Lcc 2 6-j-, -7 7- 5- 0 .58 3 6- 7.1 6 1% 6- 0 Type... um X.LCO m iL;*Vfict 209.0 11 9 17- :- 4 i 17- 8- 0 S. 25- C'• C., I ;5_ 6- C, 7-6-12 BC Vert 1454.0 17- 5-12 .47 7-6-12 12-6-0 F7-_5 4 25-11-0 ==I_I 7-fj-IL_ 7-I1AI 2-PIIYS 1 21 3 REQUII(ED I 4.00 363# 4E TRUSS CO. (CA) VIhrl I:J.I.y ' A 11, , I Wo T 2-11-13 I -r4l-3-IS 1454# 74-0 4 5- A 8 5-2-11 9 -4-0 10 7-5-1) 12-6-0 T7 -H-0 25-0-0 4 1. V'J M -As Clas, ba@.4' p per the 611,A4 174 8; nwc 0. a f rcm to 24.0'1 7-31-11. 17- 0- 0 LIff-H-T FOLCTICII(S) BLIIX*t 1 -l209µ 94 OLqlxwt ie 7truss is ciaajrjna4 qS1lA3 u%'a 030-97 ax'6. alcb Fmlc-dEw zctla - No Hzxilcam AM - No Blc le U 100 ,qgft, UFA Clasoifim:i- = ll'Pistii Lrali e i 21; 0 ppf ---------- DM aNSE #1 - rMIM T ---------------- Dir L. PH Llbd R,Pjf R.Lcc Lit/'H, TC 66.0 0-* 0- o 66.0 a- 0- o 7c Vert 160.2 87 0- 0 160,2 17- o- o .58 W Vert 66.0 17- 0- a 66;0 25- 0- 0 13C Vert 34.0 0- 0- 0 34.0 25- 0- 0 .58 sa :00 Type... um X.LCO m iL;*Vfict 209.0 11 a- 0- 0 1,00 rm Vert- 1.54.0 8- 0- a '00 7c Vert 209.0 17- 0- 0 1.00 rrc vert 154.0 17- 0- 0 .00 BC Vert 1454.0 17- 5-12 .47 T Q . M ESS` y\ 37-9 cc :r4)-3-+ SHIP PO 5982 X Exp:2/31102 Truawal SyetePla ,plptep are ".by "H!, (16 44P un ess.840 111811(la ea.) or 10/12/2000 9 t Report 01 as at f fr&me Xatiells, t RO rpllil,4 plait, id false 08 0 as all.w. above. 8aa1ml/3?N 1' p+ja Indtil 'INJIft- 4 Aeft 'iirla 90F!lfllql In4l OrSIO 1'"fink, Contractor, TBV;' 54.7 WijQ3601 ur M h ub ll 'a- ' 011fiwim I Fill W1 ' III the Pnl :PTI Vol 11 Pi Ided by me;omponcill "w"'Ifacturer and doill: Cbk, Sa 4 pr 0Nu rw W .14 ..IugrppW 044OF PrIqr 1 NFOrdl 00410juilu"uracy. I)IInclujolij it C41 ",r NamA I arc to be owl the loods 4111lud aq thil ' DINIOUrl OB W ' byAfPp P 1) #Lc APT# 4 IAlFr;llly bmcc 4 lalora* 'I Pr R Foc'-d 141.0;4lor 1 80 .9111114 Owl the top cl or I%r Tato by pool 4 le rill 011ached, unic4i olhetwisc nold. TITO Pq - P'Wrom 14 P g is 11il 9100 W411 4) Py PPYIroT;M;nl 1hal PT9 P044 .4. Q IpR 9 "Ic, W1411 wid Omco lb4 lruqf W Itop W37 ft4 1, OQ 0 aninism j)wjjulj o?f AmFrIc4 SW&N I)cjl$n Be Live .0 F'qg i .,c aviscing-, ;- 0- '0 P Y 11011s, - (11111-91) ;lljd IIIIIJ-91 Be Doacl 7.0I?qpiqp Thr Aqcrjea PPO -97 T./14A IYI- T /14M vat `v, ®®11 11 ee , } r-ob Name: • ^MET^ .. 1 1 1!t 3.c• .. .. '�' •,: . . ..~,Y �� .tr�,; TrussI�.:D2: • 2 Drier X -I11: l W -T SIZE KU'D 'IC 2x9 JSPF."1650E-1 5E ej'•AI19 I - 1995 w. er.c•'••• ,1 G 1-12 7 7 F.G 3.50" 1.66 " ♦t` 2,rA BPP 1650E 115E 'IFiT$ ij 'I� ffMI IE FOS[H (P C$ This1- r;2 24.1G- 4 11ro -1.56" ' 1.66" 4fli TiN yZ�'•s(�ST[D!!;13.a?.. •`Q►9e,79 -.: [ tI* F�o! 4� �I H AOE VAUE3 Ff'R • MM IMEAF <I Ilfl= # 16rfi .to are l�Icle>d Q4f x 11roe o n' 7 0-15 17 0- - 0 +'IC ! Ja 1: Jia. If ar (:IJ LszAbd fc> 10 aW PaL+. qz rtr�terlal at bads lxsarir ` t`1 2 :121 .1.5 .44 .53 3 A iii ocrtirlKueB ' t"- -gd 1l�iee t mAdExl to avoid Lxniily. LTPL� 17ET1C !(N 5563 . . 2-3 Sc r• 11. . iG .4G to flat Tc wllet*'-J 1d1� w/,+2-1 nails 7Yli� e t jaa'jQ"c a3ty�d tlrliJt7 t}"� rnglpc>Xt 2 563 44 4 -'. f, I/, . ir, .4r, 1::. LISIIAr Irlrfi b8 etsiJctxual'9r1-iL. (UG97;Uz 4-5 -1'tl 5 .44 .53 ls<ac w 24" o.a. unless noted -W-i-iwiife. 111 f 4. 11 � Lire f No d 'Lt p Ct& D c i+ HC H 1: 1: i -A. ii i7 CS1 S : i;J k' . 4 1e �+ = B1t� e ' 80.00ft, Blcb iT,cYh = 40.00ft, +" 6-7-1-11 ai ]b .511 i7-8 157 1 i .45 L1 t ]1.83ft , I4Fil = 100 18-9 (la,sa1f1.caticn =. 1, Dad Lcad = 21..0 rAf f9 -1G 219. se .16 .511 rFFB I�1'.1•. 1 ld:b K.1SE (lit - " - 2 7 125 r.7 •tb .]6 - = t. 2-8 ' 4 .b .1 •. .1-5 h 125 125 . (N .3- ,%x d I1:1'11.):1.1 11 595 111 11:1.1 ')r. 11.1'A'-) . 11 G• G- ti c i,- G- G 1 t J 1 J -A -7-6-12 1 a # S G .. - 7`6-12_1. 4-� j a -I G- o 7-6-12 12-6-I1 17-5-4 25-0-0 t -9-11 A l 3 ,._-. 1`_.1.11.11._ 5 1 4.00 1�_ 9-11-11 M' --' -4 00� PofESSIO 3-7-13 ti c. I GO 4-3-9 cI 9 4 4, 1.5 3 _ 4-4 sll_3_1 51111.. ¢ N 46982 di -0 +' - 1 r ^M 12/31102 21z^ OFIG 25-0 0 1. 6 7 # 9 IU 7-5-11 5-1-0 540 7- 7-5-I1 12-6-0 1 17-7-0 i 25-0-0 l 1 Truswal 3 st me Plates - are 20 • O' 1 2/ 0nQAOn YyY a ga. unless ehowrJiby:,'!1811 (18 ga.) or Saaloi�¢r32N p }1 . ` `!!H° (16, ga�);, poeiti'o�ed',per'Joint Report. �#road plates and false fra a latae' are1+"oeit o ed ae shown above. •M-44 I, r . ,'p,Nlr's she�E and glve aP: '*vf� 1(P th��*areclllnb''olirrpFtor,. TI3P1 55.3 < p b ,/ �°� E !Nlp!g11.pg11rW r lum. 11 hu peen b e I�clj -.i.i Ib4'Qq,��44 b for bidualybul ¢� v b! eceprAaOca w1111 yenlalu 1t ; "cul '� 1 �1 11(gll prw14 by Ihp compunenl Inanurucluror and date Chk 1 SH .. $I T 1 Apo AFIA dc► �q . ; !!b!Ns. NN fw(! 1I��IY.11 j�.9u1`n+od (ur,djippnwlulwl ucculucy plmenlluiu aro !u be +-,: t k�tP�l!x Nara 1 p, r TR e , c by ig�NPOQt-L%1N?1°'lacat��¢�V� 14114, P , iii prlcf lt� fabrls,�l�.p�,#T �dpAll!1 �;.18ne►�ln!!�I Ncenaln u>al lhs 14p.4.Wtlllzul Pq lhlr AA9r+r1 ae #I.0 .;.� lQ fid' C�fi'r;.r' k ; �as;� • . T �, E Tit S S " : bal8u- ° PT MOO 4 l �sllmpw° q kr Nw,lRa QuAd �e anA the pa11FH6fi�A Ikp}Ig� s n :® CO. �� USA y ronf or { er,/1u81hiup d dlp bR11Ef►1'f1i(!r9 N laterally braced by fl L1Bf(IPf(I�flIh1pB fno ilaI dlrcclly anached,l unludie i attienvtco nrd Ii lot�edly 17 �rtTO Live 19 0 Meg p4t[•{9�►QII .; Ji�l ZS Peli�,5 4 , •,.. wlu f !?I l9Ppon of wmpwo }1 R14mb�f! Iu�IY In reduce bucklllt� 11��41 : ki' w mPpnpnd ohyll pul be acs 4 In aliy envlronmen .i ' ` ^: ace thes!Clullro, °rAWA"OR-WORWOly*,RildJprcaMecglitcclo( 4R .lAllr';PNbrlealoi`. dle"Incwl u d (QWI TC Degd 14,O; j1aE( R+ 14�r.'&+�I11115F _ ><4pncawl4ilhdrr�ll IlandANal#t141P11�,pllfAllA!Jby%frltrwul,'AtVfll(T ll". : QA"11°:"Wuiiq'fra CliuncllldAino�ciiSloUnJatd I?a '!;.a0 Lives ,0 �E.1, yj%j -V2-' O+;K Rc.plgMlb11111e• si'IIAl�1al Q:INBT�(l dN41 AN}� 11NACIlV11 MI:1'AI. I'1 ATN:A( Nfl�ffdl] iWgOp'I'NUBSIts, (11111-91) and !111U•91a Yn HC Aoad 7. 0' p - •,f,.:' BI1I+tMAKY 811B�i f bylfPl Ta1Nii Ie 1>ul�nl,(TPI� 1! InkJ yI 5{t3 aP Iliggti 8peq "UHC -97 "7 5.0 a/orulon T6.1.9 L� P'� R(►�P.,A(�Y �colU11153719. The �! p p�' t�Pri�i�4 1 :(+Ui'1!?1 4PI1�1.13 Ifllh l lri&li°NV4�rrSk. !?fl; WplhN�ellA►i AB12(>�li if 4Np11 , Amerloan ore3l w!a =t«�lrt * � etdtt151 fiiNd.; A.•:': pr:,,<,an, wpa 7iYri. TOTAL, _+r 40:0 peg:tb TT ?n1, ifZ�Q r.7ci W24Q,' t MIS kii .K".E ' 2-8 4 V) '117 _r42 .,15 P-5, P, Ai !o 1 5", ..(,1 :4-9 Job Name: YRUETA UyUJIM)D3o. Qty: C000286083*MO57,_ 2 WWLIFLIPP bM Y-Iff- K;W_T 13160 SIZE F&Q-D 7c 3.50" 1.66.1 BC 2X4 165OF-4.5E P 1995 9 2 .",:,1-32 -4 0 - 4 1 CO 3.50 1.66 -- VjEB 27A HFtft mwi i: -, - I i _tkE C1 rrE RE OF 1 563 ,Mm, ju, 4,3 L J..xi. u I1 cs f FLM VAIIES ibR ICBO FEEEWCH 10KHr #160-7. Izadd for 10 FW mn-ccrcurrect 10j,. &xxn are based CW 2. -5111 designed uairg the esigm "'i-2 '2-3 -2-,E5 -17151 .(P .16 .-io, .37 .20 -.36 •cli opd l at ew-11 bearil-G. LI-aiMee mAst 6e proAd=.d to avoid peraing. LW -97 Cbia. t"3-4 4-5 -16.il 1W, ' I r) .1c, W .15 (1 .30, 2 c Blt• r ctft;, , 45-6 tic; ff? : JO .37 4.00 j,'BC R1hf L A. 111) CSI ESSIO -7-8 e14S '11 .12 .45. 8-9 ,9_10 1611 -11 i's . -A .04 .37 013 .27 1 . 1 1.6-1121 -, C, r I 4 .37 4.4 MIS kii .K".E ' 2-8 4 V) '117 _r42 .,15 P-5, P, Ai !o 1 5", ..(,1 :4-9 6-4-14 5-1-14 7 6-4-14 >2 is 6-4-14 11-6-12 IN -7-2 25-0-0 A Is -11, 2 4 7 2 6- 0 4.00 ESSIO 3-4 3-4 1 . 1 4-3-13 4.4 4-4 No 0,5982 :50 - MO S1111, '/Cxp. 6.,. 1.5-3 -3- J2131102 iYMFo r `' 6FC 251-04) 7 9 p 12 6-4-14 5-1-14 -III 7-0-6 6-4-14 6-4-14 11-6-12 18-7-2 25-0-0 TT awal Synt src, 20 10/12.1,2000' %f?a ya. unless g , qW It16r '161.1 , . 9 , iY -!' 8 1! (18 ga or f. pnq 4p!Rr,,qp,;jt Report..,'., gg 1Y 1.4 lfolneii3 -a ;x" P3 9 6 and false sh wn above.' :i -ANAL F.Ww.P 57.3 wp pi Ontrop, % T#F! IN B.iN1{II rho, re ,FF Re I." APPA'deMsp siandar4s;.' No fes pW 11Y.P "Mincdl fOr Olmc!41011111 AccuiUcY, 01mcnilom are In b NO 4 by Me ;OTPQncQl M.Mu aFlurcr And doneCb1cI 8H :` V,41 CO",01F # THE TRUSS 110,10 1 Is AN 041OP"eup Pagurs PB LC io .I ilip 014 1 « N pm thtq, 'K wsr *191w 0141 the top 049T 10!44K ........ ....... j:j; ,q by P, .4 7, r . unicia 0411orwillf, Co. (C.A) br F IPF 904'111fln.lieracuply to redu'cc buclqtng vie.. W09NIPH ?,!PFDQFql stfall nPI be pliscelt any enyk TC Dead r win V UNWA 1. 11'1'1 , 1: 11, R-imPSA -FckpMqt owl' U, V PA Mqc; 0 Ism iq,t 4YO "'a 14f np5 . 0 Wers i .d' HC Dead on T6.1.497 pq .. . . 4; '111C Anterimp Forcit an .66TALN 0 CNW- �\P Irr Slq� OF CAU�OP • 6 7 111 6-7-14 6-7-14 11-6.0 er. _ 18-4-2 I 254Hi Tiuewal 8yetem Plates are 20 - -. - unless ellowrlEby "ld" (18 ga.) or- a r- 10/12/2000 f ° :k" at j�}ppetigrlgd iper S7o ljk„ e o t 54� e oei !o ed` a#B in above Opt tri �+ f`ate and )flee, ,.V• ao�lo1,�5(31x 1 a P rnr >�iepd, Ono{e$ nn;l�!/.S 1�1��< R�►�l b�VC I6 FO !!'i� ; b % .� X11 a !9rfH Nal (1l!�1 rkm; 11 lou bre>t b e�Q � ��ItgN Y�f( 14� b`Y Iho wmp�tan trV,uwfacmre und�so Ta91 b2 , 0 WQJraQ�, Oi THE TRUSS verinu� �Q: ala �PP� a�i8� �,d��a• No ruPl��!' r AI �A61 d Ao se... dcak%nBRIeA i9. m !91a1 accurrcy. Plmclulolw are to bo " ! 6?6Mx Nagle t , f 1111 b ?a�a ;w -1.1 r uu IAB ayl or Prior ru Wbrle tliup -', .�NI �y 9�1 X4#1 w Min INI rhe lualk u(III?e M Ih!? D9gnr t 8H #LC "' Co. °N Y.,mot rkY<IJflfl pyUppU1�o w141 ho paII�H7S P.F�) 10 AI �Q4 4 . •y°'ac!�nrYy !! tar.I�lo"%Hi4 P9ltAfil FhQf9.i! !aloraur bfttFiA',DY p 10 mii I!W! Ih� lop chatA I6 It119�U a;• s. s M bkyp!!Tl of;WiTIF,....N1, frllGor9 only a ledyce buck!1 A �•� bk1l AIrfSIIY Q11aFheA, unlwb othelwl!o g9kd ri",+ � r lr�f k t n,sysll:nrx. Ta!#�FA►e , i►w,'n m X61 ,it a Y, r 119�Es Sa ..0.4"U•� u ,def f .,_ aW,QPA (A 46F6f9 QSf NI G/ r�wc cwmcclur P (6G P: Y Q c. a of,rir.n u, . r ,••:.�,,; r,, ,:u urrrn r1r++WW'rrr [( ).. Pf�I�N! Tf1 bq� nl �Inu placed ° an envlruamept Ihal Degd r (t; 'FfBT4 IIN.l41 dr r'Jgl }� �' k41PII�g31 11 FfllOr. ; tllfr. yl! 4111 PI)y orgFf ibis II!P114 b, r' 1. ' 19 r 0 n' pp a.. MNQ 41N4T TaA1 �1 19t b T►�1`wrl, °ANSI r fP ,kl„ ^wa9g 7 nwr Raullcp or A 1,100 81{1„Aara a I ,,a �c , #v» , Q r! r 6 rill �� t C LA M►�MlPYfl11 117 bYr 1, 1 vN�rulp (TP 1 �plr R A11'saMTAR � RI p'Wp9R TRus�as - nnll 9l) 111� 91 ,6. t: >do peed .. a'13i5.0 Vece!cn T6.1.4 ' 7,Q �� p 1 uz, at,."• • !- �RF[`A!ftEE>i}llwl l+1FPA1!>! 1fl!!�l1343.#!1..1�glhIfKIi NWi §fe WrJlr 1 17' s!'R� 9 11V4lioPr ♦Ylbcaltljn 53719. 'fila nmetirapP9fw4 PnA 1'�F9 +Foo -97 .... o .. ti'ili�.MB.PIir}a �, j .S 6w.«`a'.r�e .' •.. <W; n.. 4KL: TnTAT.' nn n '_=e r i1efl�Itatin.•L✓240 T!: TJ14n • ob Name: YRUETA 1 iR7 %-lri: - 7°russl[1: 04 Qty• t Drwgt IQH':I' 917E S�'U A.=i 1 4 1 12 77%4 3.5G" 1.E6" 2 c4 7t; 2ti1 %t3FP 1650E-1.SE 2w1 BH? 1650E-1 Plat • °i rrllsI/hpI ]595 �a ee w LffLTFF ` ,r, 4 11Gr, 3. SG" 1.E6" 17C lr,a r_ F,7. !f i7 SE.' 1M .FIE'6, sm"e,: HME VAUES Hat ICED Iii ►i[ F<iCI #lEG7: 71fTs Is 7tIE ax el [u s.lr of 1'I AAD C71�19.' 1PICN(9) " �q t 2 csr %1-2 a/ r,7 .',1 11>QcM far 10 P$F r1C11-aa-,ct1 ert: EC.L. �9 e}nwi are hated troy tlr,tecia' -56 Ihie �n 1e desi�lad ueir the .38 2 t• .. zj roam, "ri,-g• LBLL97 Clsie. d 3-4 ? t,e . , i .35 s4 5 ,� ril .'�] i8 , Hlc Fk)alcead Yep, oxi ZcrSe m t3� • _ 1rA7� 04 o ft I3� Cay + C ;Oft: �I,elc�St it,ECh1 -7 I r 1a L :1. 1167 c.:,! 6-7 .13 .40 _ •� Hlcb{ _ 40.a, 7 = .12:25ft, MPH = 100 , " C�asecatirn = 1, Llad I -rad = 21.0 �f .35 k9 -1G er,D :, 73 .4E ,VEB F_S^1' :3I 1ED -RXI-E 03I ,2-7 71i .(.I 4-8 -754 .6r; ; z 75 ,,2-8 -7 64 •1-9 ].11. .rq . ) 3-8 L73 - r H/99s u l 1•Fl l / �. (I.1 LAE) _ bcem .1,.1,1. 1ll.�J.1:I .; -_- -- - - • r¢: i2 6. 7-14 7 6- 7.14 3;•,12c E- u b i:- b- G 4r"1s- 4• 9 la- 4- 2 6 7=14 r � - --, 5-10-2 I 5-111-2 6-7-1A a ' 25- G - i. lr. 25- u- G , 6-7-1a 12-6.0 18-4-2 1. 25-0-0 �r 3 - oo04ESS7p ,. , T 3- 4-5-15 3-4 . I �4 ca 47C CF g pA5982 4-4. r 5-1 II r. ? -`-=11-3- I S 4-4 . 1 1.5-3 6-6 1.5-3 =0-3-1- Exp. 12131102 CNW- �\P Irr Slq� OF CAU�OP • 6 7 111 6-7-14 6-7-14 11-6.0 er. _ 18-4-2 I 254Hi Tiuewal 8yetem Plates are 20 - -. - unless ellowrlEby "ld" (18 ga.) or- a r- 10/12/2000 f ° :k" at j�}ppetigrlgd iper S7o ljk„ e o t 54� e oei !o ed` a#B in above Opt tri �+ f`ate and )flee, ,.V• ao�lo1,�5(31x 1 a P rnr >�iepd, Ono{e$ nn;l�!/.S 1�1��< R�►�l b�VC I6 FO !!'i� ; b % .� X11 a !9rfH Nal (1l!�1 rkm; 11 lou bre>t b e�Q � ��ItgN Y�f( 14� b`Y Iho wmp�tan trV,uwfacmre und�so Ta91 b2 , 0 WQJraQ�, Oi THE TRUSS verinu� �Q: ala �PP� a�i8� �,d��a• No ruPl��!' r AI �A61 d Ao se... dcak%nBRIeA i9. m !91a1 accurrcy. Plmclulolw are to bo " ! 6?6Mx Nagle t , f 1111 b ?a�a ;w -1.1 r uu IAB ayl or Prior ru Wbrle tliup -', .�NI �y 9�1 X4#1 w Min INI rhe lualk u(III?e M Ih!? D9gnr t 8H #LC "' Co. °N Y.,mot rkY<IJflfl pyUppU1�o w141 ho paII�H7S P.F�) 10 AI �Q4 4 . •y°'ac!�nrYy !! tar.I�lo"%Hi4 P9ltAfil FhQf9.i! !aloraur bfttFiA',DY p 10 mii I!W! Ih� lop chatA I6 It119�U a;• s. s M bkyp!!Tl of;WiTIF,....N1, frllGor9 only a ledyce buck!1 A �•� bk1l AIrfSIIY Q11aFheA, unlwb othelwl!o g9kd ri",+ � r lr�f k t n,sysll:nrx. Ta!#�FA►e , i►w,'n m X61 ,it a Y, r 119�Es Sa ..0.4"U•� u ,def f .,_ aW,QPA (A 46F6f9 QSf NI G/ r�wc cwmcclur P (6G P: Y Q c. a of,rir.n u, . r ,••:.�,,; r,, ,:u urrrn r1r++WW'rrr [( ).. Pf�I�N! Tf1 bq� nl �Inu placed ° an envlruamept Ihal Degd r (t; 'FfBT4 IIN.l41 dr r'Jgl }� �' k41PII�g31 11 FfllOr. ; tllfr. yl! 4111 PI)y orgFf ibis II!P114 b, r' 1. ' 19 r 0 n' pp a.. MNQ 41N4T TaA1 �1 19t b T►�1`wrl, °ANSI r fP ,kl„ ^wa9g 7 nwr Raullcp or A 1,100 81{1„Aara a I ,,a �c , #v» , Q r! r 6 rill �� t C LA M►�MlPYfl11 117 bYr 1, 1 vN�rulp (TP 1 �plr R A11'saMTAR � RI p'Wp9R TRus�as - nnll 9l) 111� 91 ,6. t: >do peed .. a'13i5.0 Vece!cn T6.1.4 ' 7,Q �� p 1 uz, at,."• • !- �RF[`A!ftEE>i}llwl l+1FPA1!>! 1fl!!�l1343.#!1..1�glhIfKIi NWi §fe WrJlr 1 17' s!'R� 9 11V4lioPr ♦Ylbcaltljn 53719. 'fila nmetirapP9fw4 PnA 1'�F9 +Foo -97 .... o .. ti'ili�.MB.PIir}a �, j .S 6w.«`a'.r�e .' •.. <W; n.. 4KL: TnTAT.' nn n '_=e r i1efl�Itatin.•L✓240 T!: TJ14n q°iJ{1,:. ••l:v r., e'n! !'>.1 !! ' i:e'... :"1'ifr •.!ei'.:.,. ' .. •. Lt. !!' . . rr ') .i` '1. , {• ,••')'r ;. E.t. -...J. .♦ .. 'r:. ..,. t l.t,. .. ,.. .. 7 X11 .'• , ' ',_i; I ob Name: YRUETA-r :; a; TrussIRE1 1 Drw i -I I-(-' IQ:7d;1' SIZE 1Ei2'D TC 2X4 BFFx 16!W-1 SE- - p "'" ' r 1 fi- 2-72 [f! 5.50" 1.SU" BC. 2w9 #8F!? 1650S.1:SE:s. AN9I/'IpI - 1955 :' T4iA C;J(Sl )aci41. L moi: • 2 1-10-15 115 7.50" 1 . SU" F1 XIE VAlLFi1 T CLi rLE RERTF CF THT9a ' 3 7 •) 1 • 9 4 , 1 . EA" eho ni am 1 uxa3 Cl U Y n e de0 w1 1 .5U" 1 REFtRT 111607, 1 .' LY1ie $` I«seam c it s1nAd Ie MD-Y7 mcio. ' { clearly uarl(od'on; r. 4t •teal aL- aadl iAL;.wh, 2•Un l aa2-irEµ3 (ii r)eeaied)+for cnL. )1• = Hlda R Yea,'; Gild .,,I, t: i3" Cr tai .cu Ld-Cw l- 11 wl; H.aYi.c 1t CY1 IdriD'. j1p 6 tgr y G . .19 .19' before extecth-0 t-.11is nuiu. , Hlc 80,OOft, H] {tel : 9b.00EL'; 1 c r2-0 1 fr, . Gla SEC hr=idt: m 10,39ft, MFH 100 SEC )11•r): !_"J, LI &,) est. Clac iflcati.Cn 1 3-4 G., .7G .70 r >3 LPo 21,0 paf ',4-0 moi, .:•r. .GG .GG I /95S 111 I El) ! •t I I -I VEl - - Jc,l: 1. liryl 1:.•,; _-- r - 2 r, • r. n r, r.. -• .. r - I'1 I'll . u :T.. .. F7470 0 fj oEEssto k S i;, 11.11 13 :2-b I►-3-IS 0-11-13 T a' uJ Q 9 _ - _ _ T I-S-9 Q 0. 4 982 Xp 12/31102 OF P FOP r i_ 15-11 .r • {4 r 3 4 8-0-0 ' TrueWal 9yeteme:lFlatee:.ara 20 ga.'unlese a,hoWnb `Ilia" 18 OVER 3 SUPPORTS "Hot (16 a j'; pogitioned per Joint Report.' C Y ( ga.) or a6alet° frame• ate q eF 'ni% i 10 e/d as shown above.'..} Pdq ? atee and false gdidRJl, ncj%$' tll %f •S/t( ..- Il l n w •.i P. rna 9p i r a,; mdlvlpuaf Ild $ V A F.P ,V 1 /!I IhB',G'i6Fdlt1 Contrpctn , . , .: 1Ft", el e: o . hr8 5+m owl Pw IN11.Y.14m h hal bun baler( !CPI F!!IPIu provided by Ih0 coin 014111 manufaclurcr anal du p p p wo1 ,Ra6o1 r PcPw . w1}I die q!t van 111 TP! Fntt 1'PA 4 !Ign .undar : No fWpPllY Il't!61yg191) IR( II IP.e1Wlp{)aI N P urcicY. DhnCINIWW ArP IP:eadp ¢y ufe r4i- IIp 4 Q t ,))1111(♦ .-.INurl 4ha1 IhP 141di y)Illzell IhF7ut1 SH #i.0 r? ^w T atcu4 f d L lu (a4f1 11IP!!i' g P9 f►?+It+l . p(1 ITHG TRCoSS (w olhlpglb{4m ¢" jrflI.lepulgnaaellmeP Thal the to chp. 1../ farae Ph .f . rally braced by p I I , h p f aTC,Live 19 0T.f fI 1tiIAhIJMrII AIrIIY , ,,br1i;I. 1 r a5 WIR!i14 f of fs t6 aF ,__..HR&p-mpa`nPnl.l11IlpN{ p; Al nYFnYlrwlmfhlthpTq Pe,td. 14.Q} } Rr5u yyAl.xrxll:l.rn ? aleiwr 1bPMEo9f►Eai g ab L0 n _ PR t 41,,1.1 4if N „L1,.r1 I„. ° „l„ ,w•);al lYW(ll 1PtVfd>{11C4•.:uw>Ij4114, hf)IPP 1111 (N/! (n , 'HQ r I.Sw 4• Ruporyll tll1.ltlei, 11ANp( INUIN8T 1111Nq yp pk^(IN(''''N 'P 1 °WT 'A 1 Woad Tnu (:001011 of America 8landarQ Aafgr R °` Qr 7r8b?alpq - 0 0 ' yM yac Doad p5.0 Vereion T6.1.4 t Q P d eoPAPPG IIPN< !f!Flfl SEe 1li li 4N °o " p, . fK 1j YI}cW1414 ?7J9 The A!nencan Pyla1 n' li r £ 1 .0.11i"', ev 4 i?',; _aax W ._ n;;d rt 11Bf1 2 0 •+7Li T✓29f1 i;•".. J. L411) Name: YR ETA IM X-Ji7C PF -471' SITE FEQ'D W 507 5.50" .1.50" Er 2 0- 11 - ($JIB -91) an4 Be Dead 53719. 'rile AmedrappilTOGO I, -v IDefl; HA 7v 1 111. L/1. fit, ("A fix* .27 7111 .27 Ur, on 9= PB #LC -10: Rai Ec I, 1i j., {1U CSI Hl 4-5 . I ?, .26 11.4 5-0 (,rj .00 Oak 2-5 -117 .63 IA. J." *..I I,, (j 2 5 6- 6 AFF 16ELOF-1,513 I'MWO MMEAMf fOCUl' 016U/. 0 MEW mi-caxi=wt EaL. a dAo1qnEA usim the d e Yee;' -b• End Zmo lb can 11�� Na ' ' . " SO- Bie 9 n.59ft, mm a 100 1, Dead Load = 21.0 p., f ill h E I I Qt 19, - 1995 RNArs ME' MPU1wrTE RESLI.T Cr 13 wIrial are ixujuj a mateadal aL czell lx�rjjg. 20 Drwg;-C;O(l LU PT FE=Tqf N,; IMT, -am 2 -2 Rk�174Ii�) sq:Port 1 243 sq:port. 2 293 t 4 Truawal ReportSY4�el'qG.'Platpo are 20 ga. unless L *�te at , 49*111Reporttoo 2n;8",itiioni�das shown'above Awl- Shm Ond Kipp a 14 "09 .44 _M", �c #W.ards. Na rc HE TRUSS v'-uw,V " O** Nig pdor Iq fabricialiq d Co. (CA) b* f W114ing Fop 40 1hp Oil - F -W W- SM, '4 F1 1M1ql'� Itlo lb 1. PaPirdkRAC WIVA V! rill I P1 ATF R11PS-0 V.raioa T6.1.4 'by 113.81t(lo ga.) or F .194%014toP. and false 11, . 4 3 lbAt 41P . 10 1 01 the lop CA� 982 xp. 12191102 5 'sty FIFI, ow 9-6-0 9-6-0 _____' Q IPPR' 04Vq 0- 11 - ($JIB -91) an4 Be Dead 53719. 'rile AmedrappilTOGO I, -v IDefl; :UBC -97 97 F-itiot W240 9r- T411' 4n' 20.0.. ISB 01 0 on 9= PB #LC -10: it .1 079 4Y9 19 -77 �Q,� , I., , D A P I .: IPI , 1� his im hl• 'sty FIFI, ow 11401 of Aincrica' $Wdarcl PeAlirt Q IPPR' 04Vq 0- 11 - ($JIB -91) an4 Be Dead 53719. 'rile AmedrappilTOGO I, -v IDefl; :UBC -97 97 F-itiot W240 9r- T411' 4n' 4. 2 4.00 E 1-7-13yap a.1 /7 1 3 sc AE S' -1 J 45952 C* 4z- 2-1-9 V X QC 0. C0 459B2 Exp. 12131102 CNW- .0Fa 8_04 3 4 0-0 tTrijawal 114.1 (16 ga a. unleue all asitiilk'hY or In v OVER 3 AUPPORTS fiamd , .a a t ,as Joint Report ' - - : o .1 1 above 41b, 4' e P Aff(o.-#ip I I fff A; rp ff firevir om C0111raclor, 9.3 1:.4 Nr ii) 11 1w Won bm ql %Wvl. 941190 MY 494 by 1110 PlImpuncm manuryclurpr juld done un W91, anil Arm 4" sq fianddrds. No rub R rined p 41 SB to [or 4*040fial accuracy, DlIninaluns are lo be ME TRUSS' qr 441441f 1 818 q prior lu dow a" Qr tit 140 R49CF11A 11141611c 10,448 " W. 0, L_ W t4 #LC 9 i b 14FI1444 C010 0.4 14 pollp DG =i IJB #r , -P 'Clipirg 4 4itir, . 0 rA I Ij K, illy braced by -00 11,1114ITIFf IhAl The lop 410j4I gnlemiiz CO- (CA) (0" 11PAP 40' haim Is f0if I f.fqmp P fiRledol dirccily Allacti 'a, unless 61 § TP 1P*l' 0 he6iiiii"p, pled, 6A 1 D be plocco In 411 w WIVA wille"q'i1m; rrull,61r, 4 mernoerl Only 10 reduce buckling iF 19 .,t I', , C-1 "Ilq wtiiii 9040411 19* ondlar C wollocif F wl 11111? environment 11wi TO Dead 14,0 r Pa4 §NFf 11,14 1111sil 4) BO Live 11140*0.10; 1,15 NC"Wv IIIAN "jI 'I hv)wn I INT Pwraw, by,j"u' Illulld"', 11101411 rwwol: :061,41" r ------ ..... Nc!;AHPIIHA(.'INOMIsIAI,1'1-A'I'I C? WIM 'I [Will U01111CII of AmcrW lifluld4rd Djililq` .9 by lial R."444v .;:i;;- 0 5 -10 vi &:"J -WPOPTRIIIIALI-S' (11111-90 4114 .11111.91 • DO Dead 7., JIM (041, pilyt 'I'll- Aul .0 PRE Piikii'OPQQ' 'X BC-97 p 111!, Sal rob Name: YRUETA _'sAD:42 TrW`i Drw C000286081--0 2,1-, SIX fdiQ'D 7C 2YA 165OF-l.% 11 -V-15 P-15 5.50" 1.56" fie 2YA BFF 165W -J..% FLAIE PLIkIrry 7M LIEGLIFT CN(s 11 4 -56" '_6 VALLEE! FM,ICEK) FEM;PJCH FOU?r 1116M. —li— raf is."il— bmr:uw J=id he 119 CQ4FMrTE FOX_1oWQF KXXM u3m,ams" BLFPCrt I -123g I 7C Ifi-3A., I Its, q1—]V TfQrked on t a truw a t 2 -84 is CLaica-ad lwil-Ap 1:115 r1 t. -A (.,31, 1 )k--rifVj (if neat d) f11 it'4- u4y"L - :2 , 2 j .2 2 (dj B1(b B-acaad - Yea, B -d Zcm No. w I P I.* - lArria%M/qcean Line 80.00ft, AlM 0` Al1p", - 1; CfL i :VrXlEjlil: -3-4 1 " J-1 .14 hh -6 10.67ft, MM loo 114 (, Cnawificaticn = 1, DO -01a Load 21.0 1., f ft )X 1`1:2:1 wrif I I I W 6 t_ G_ 6 4. 2 4.00 E 1-7-13yap a.1 /7 1 3 sc AE S' -1 J 45952 C* 4z- 2-1-9 V X QC 0. C0 459B2 Exp. 12131102 CNW- .0Fa 8_04 3 4 0-0 tTrijawal 114.1 (16 ga a. unleue all asitiilk'hY or In v OVER 3 AUPPORTS fiamd , .a a t ,as Joint Report ' - - : o .1 1 above 41b, 4' e P Aff(o.-#ip I I fff A; rp ff firevir om C0111raclor, 9.3 1:.4 Nr ii) 11 1w Won bm ql %Wvl. 941190 MY 494 by 1110 PlImpuncm manuryclurpr juld done un W91, anil Arm 4" sq fianddrds. No rub R rined p 41 SB to [or 4*040fial accuracy, DlIninaluns are lo be ME TRUSS' qr 441441f 1 818 q prior lu dow a" Qr tit 140 R49CF11A 11141611c 10,448 " W. 0, L_ W t4 #LC 9 i b 14FI1444 C010 0.4 14 pollp DG =i IJB #r , -P 'Clipirg 4 4itir, . 0 rA I Ij K, illy braced by -00 11,1114ITIFf IhAl The lop 410j4I gnlemiiz CO- (CA) (0" 11PAP 40' haim Is f0if I f.fqmp P fiRledol dirccily Allacti 'a, unless 61 § TP 1P*l' 0 he6iiiii"p, pled, 6A 1 D be plocco In 411 w WIVA wille"q'i1m; rrull,61r, 4 mernoerl Only 10 reduce buckling iF 19 .,t I', , C-1 "Ilq wtiiii 9040411 19* ondlar C wollocif F wl 11111? environment 11wi TO Dead 14,0 r Pa4 §NFf 11,14 1111sil 4) BO Live 11140*0.10; 1,15 NC"Wv IIIAN "jI 'I hv)wn I INT Pwraw, by,j"u' Illulld"', 11101411 rwwol: :061,41" r ------ ..... Nc!;AHPIIHA(.'INOMIsIAI,1'1-A'I'I C? WIM 'I [Will U01111CII of AmcrW lifluld4rd Djililq` .9 by lial R."444v .;:i;;- 0 5 -10 vi &:"J -WPOPTRIIIIALI-S' (11111-90 4114 .11111.91 • DO Dead 7., JIM (041, pilyt 'I'll- Aul .0 PRE Piikii'OPQQ' 'X BC-97 p 111!, Sal Igo name: YKETA , 4:,- _ • T--`lrl. W"E3 i Dtrw $23 7-If!: Iii l.l' 3Iffi IT'D 7C n:4 SFF 1650F 1•SE yf, y.1 0- 12 iE'i 5.50" 1.50" BC P i-i7I79 /TPI - 1555 i ^ - . 2:tA 3PF„ 1650E :1 ` .. a s [$LIFT 12MMCT4(9),ai ix r ,2 5-10 1 1cb 1.SU" 1.SU" Filum vALLE3 IERgICBJ 7<g91 IId4 IIE fiES[II T CP 1 3 7:'j 1-Fcc:aticn of IZ I b Z<1607. 2 -143 v1s113'> ' el'niki be'. elan are it- xx3 QII,Y .t 37C - Fl1TL 11. ilii rsl arty s ( ai kl at earl] heari,g. , I RI L f ET C[Z148s) A-2 -ES ,, .-iS .35 711ia rsLtEe SH ,j ,, , 'FIN t +fit c¢ tt pcnaxy tilrui nust {{ "" -!- •J`i F:E• iil 1 befGme e1TS 11'}7 11116 l.n>e:o. ' t 3 1481{ 2-0 7 G uG .00 IFBC-57 Code. xr, , 4.. F]xi'7rne Ib ',BC FUe-L h.7. El i7 GSI Hatica le/ L{rlev= No?: per Cart- = C 3-4 1-Ic 6 .t3 .23 Bldj` 80,0ofia+HldG,1 8d:h a 4 Ift, rocif h 100 S _ IM i 'rota£ 1- eig}'t 11.01ft, I4Pfi = y ', • ' - C9aasific ticn = L, Dead Itad = 21.0 Pof fix 111.11:7:1'1/1I I:.q.c.l ..2 a F, !. sa• t 5-11-(1 y • _ oo 4. app ESsipN4 2-3-13 . M F $ y s "fill, TO-3-15 4 cr Q No. 982 Exp. 12/31/02 Ar - 5_111-'IS S CIY)M >. • yr Lo 4 Tfi,eWal 9yeta9rtjp/Plakea^ are 20 "!'1 i(16 p a ) J poe#t`lonad' ar; Joint Relort 6;1Cabe 1118" (}B ga.) or OVER 3 [TPIZORTB (3fr lf n. to a } l plates and false 11,I1N.R 11 « p e o"e1't10 a own , e ae eh above .:, , 1 1?iF ;PI !/hl Ish l Rti % v R dp 915MA.- amF K,AI /q /hPreclln CPntrnctor, "] Y aGPl 4 Ora " 4 for ua ina quill huna f4 { PSA Imil BY91PP1• It Ila+ een b"; I'RII c IgPai Tea1.:.....10.7 W91 t; p in nreR(„ wh Q!o v. Dnp, Bp£.t fr?t pfm Ide4 by!ho Compunem Inauufap 4r4 le va .f aKpf+la(Ft:Bi±TPI H4f1 A + ',A pq iRlj r41..,'arde. N° rt Rt(IyI IJ IY 19 119 Hl1lEq (Pf IIIIRE!Hlp+ ?I Neu !PY• P1 411o1a!Ioh eaETRUSS'""`' , ,,,►.a ►np pui11a41 Rrjuf Iqlabfj ?Illyl, a• , m r PV-c4 g 1 i N ! , ofIBOPf R1H?t iMf r! Owl lh op. " xIt113C ANMW; PB#c.oC • msa6;,.Ih9 mlif P,r tl.. Ih Q , ?'i B1. Rr . Nudll'g flub pnA lhe'p`alicuw QRHM go 5i Tf14 Aa4 II Aoaumu hal glo In Cliura 14 4 1`+"I 1N fw IaIF' B AQPAm'c arq 1!ffally 4rrced by aB ralhip II!11f IS c11 Ice ua a po ip !o}'1 ' 19 0 ' .e"IN ?!!9.! P!o!!(urg _fel BNPQ°. WI!1, f Illk f! RIY Iq r04ca ticN ✓< I£II UI° I!$ Pmpl( .. ,! np► p h,W 'tl i¢Ap N. . Rt s. I:°`"'":: „ 4 !NM / x,ii149°4, 1 19P6 p nr caurq t!nlnccla EQ( I' kl41a ) b Y FA d?p lQ ,. Dnua 14, Qp9 ;f o ti 15 1I r,, a:aa Irlvan tccgf dlo pl laINT P ( All S -ay''1 rvjwgl 'AN8(% I Ii lW F A t Wnoll'fr11•A Cnuncilpllaf AlnerjcaRB Ntttil It it1 NN IN$T fl lNa , wndardi ap pive ,05.b 4M^1l Y Hµ1ffpy p . Rlip IIRALIN11 MI.1' ;41 1'I 'rlJ c nrf N UTRP 1Yapp'1'M111 ?s' - piu mer a s t aI ?o-o?b 1Lurelon T6 .1, 4 F'a(11lf t il'{N!f't 1 N °C!Ico PI s#? N !i R(f A;fi G 7 9. cI Q C Aead7p r yy I 1 s3 I ,h, a, : pRf p Ai i ea w-97 f t W 8 PIIS ': Klliar3 •sC , f ti,r,» vi yvrer:: - r s" Aat1 I tio:;T /74n 'm- T.i•+nn jou Name: YKUIt:IA Truss ii, -IDr E4 QtY: 160 Drwg: C000286083"0 13 EM X Iff SIZE IdiQ I Li 1 1 1, - _*, 1 -1 5-50" 1-56" t Iful 2X4 BEV 210OF-1.8E EIC 2x4 SM, 3,65CIFTI-EE : - plat '"" AlqST/*Ml - 1955 UFUFT FEWMCH(s) 2 7 211 1.501, 1.501, 3 1.56" 1 R faE VlaM FER'ZM=IafWMr #1607. ',cut -icn of Intailiv-.1 K:ul he Tiffs, qIE Ca4csm fesuT cF DOW., RE z 13 aqjxmt 2 99 7 '1-2 cl--ly 11-1-4 cn, ea _Cb truva, din 1;--a-Ir(g (if 1.4,40,41 arc 1"JeA cufm trtIe0'IIULftrIal at caCkl I&Z4CII(j. 7- CI' I MT2rum ItICI nm*imd)Pfcr arrcZrL. 71 da truss deq twbV tbc - . I I ' ' B tlt�, _Lfpqrt or tesiparary fidicvIrEj 111jetst he 201g i2-0 .66 00 `4wd [BC- SO Mcle. .. .,.A, �,. �,, '. place before err-ctij-C4 tI ij fj truw. it Ij Cs I ,3-4 . -�6 B14J - Yea, _i�d Zane = Pb HzriCw,&/ODE-zIn Lim - N"oD . = C B143 Laxith 80.00rc, .36 4-0 .06 .00 = V=Categm-Y. - = 40 OGft, W -M y1eight - 11.34ft, . MHI = loo 1, Dead LmA = 21.0 r43f 09%Y FI -j- I i:j,.,j 1, 1! 1 : -.29" ;2 Truawal "H"116 19HE TRUSS p!idMh__ --CO. (CA) UITfA gT6.1.4 TVIPSAJ varair, m 4.00 1-6-0 3 emo.,Plates are 20 Va. unless _r1Pp� Joint Report, t , � - r t, Ily 41 Ip reap Z, 8-0-D 2-11-13 ?,()f Ess 0 3-5-9 SHIP C-1 ulJ 0. 4982 �/!Xp. 12/31/02 4 hQWWIDY 1118"(18 ga.) or 911--1 10/12/200() e. 0�f?194 PliltOO and falee CW 3 SUPPORTS ,a W the greipling Contractor,, TBV; 13..3 .1 C011pof proylard by the component inaD4 gpluror and Ouno q* BB rupty}l14�1 yl F-14MO4 [of 01ptrIMIwUll 4CCUrICY, PIjp;pjjO!w Oro to be C Am - NOW; OB #LC a 14. OPPTO ;1Io4 44 hard 4 wtcqlly�'� mcs that the too p thk I ' --- 10 08,10591"hipl ;'�TC 'Li -P 19 -�Wo. t" L"IM. -TC POO 14,9 Pjftr RfF, 4145 '1130 Liv* Q . 9 PM. ' 1t;!L 0- 0. CP BC Peact 71 raf- 130ji, eq !Bq -97 1 19 k4,,: - * - _' . -1 llc.r� t i I I.1/240- Tr: T./!4n- job Name: YRUETA 1- - Dr"W'' X_j Iff-I U-J'T SIZE FODDID 71! ?,W SFF 2 8- .1174 5. SO" 1. 50" 1,50-1 BC 2Y9 SEP; IFF m vja I.M FIR 3 5 1 aq:pmt 1. 1 SO:: lr' ®t_irn IntIM]k 4 -/ it 4 ./2 1 .,_rj I er, of cleacly liarkixii ori WPOO Madison W4wjIsln537I9, TheAmej Nj �pr�j, D SPOO UBC -97 46 tnAGO Is do 11JU114, igned"'ItBrAct-led Ratio: T./74n rM W CtIC6 j,2-0. r S& CO -0 j G;) 60 27-11 111"', 80. 00ft -1 ilk. l-&-ijIt i, ;U EC '3-4 1, D A-0 16 MO 1 Il I -VAI LP A .�2 SE; 4 .601FL, ad 21.0 riff Qty: 1- - Dr"W'' UFUFr fum rMFW17E RMICAT Gr 1. , BLFP=t I I alxw -I are IXUA:4 rm"Y 04VMt 2 BI3 al zd: gull 1,��1.71*1*j- fail==, R ta1j;CU._,ArY 1.11AZU-J161 11JUJI: aq:pmt 1. wx�cLiro Chiu I:iiwa. 1 ka f4xx t 4 �JLH_, 9-11-11 1-6-0 k xh, 3 TruawalPlates are 20ga, unless of (16 at l000itiiriin6dper Joint Report, V Ja' ai!�,� , ohed as -'shown above, In _113POW"I 1191 WWI 1131,64M. 11 bas b0co ball the 04 X001"WAPI a.q4 M'PA 4U184 swndardiv. No iiii com HIE TRUSS or bulldurg du e de lgy mea � riarpfabriml-jo; '-4V , Off 0 rap Fo, H. N CO. (CA) uFhorg jerdil d by mm"f V (of Idorgj port Ili MA Will caw ft moisture , ' , .. prceed q RP pril lore reduce blic. ........ wrAn dwli'O , 4) 11,16 22 rul 6 n 1! - 1 19 if prix to Ofrusw w ncvlor yy file$, -1 IA P1,6141billi bt1MMY 0111101111 IJTV5.0 Voralus T6.1.4 As 'If Will Ic 1,11) 11 4158 Iy — iA DID, I I . I- al 1. 9'epf ESSIO& /Z M M E.S; Q Ar.nA5982 :30 Exp."103-1/02 CNZ 4 ga.) or Plates- and false OVER 4 SUPPORTS 10/12/2000. "repting Contractor, .R AFrOff 94119M provided by Ilic componcril 1=1uruclurcrand demo TBF;' 14.0 Chico OB p 4.111)" itsiumod f6i d1mcnAlopai accuracy. Dimensions are to be Of liOr M441 RACcIV41, lbal the !cqd; ulli4ed anIhle Vognri BB Name #LC pmca g", 011111 1 04SUFfied prat the lop choj4 4 ja*j;rjlly`,;j 11111cf!tWil Rii1criAl 01*11Y allaclied, onlese oIfic4ljcaof�d' •1— 19 O"O'iff. V Pj" L-.Pl'* 5,,P. 25 41N,1114 F(ImPontni shall nol be p4jcgq In any cavIromneat iiidl r1 rXVI robrical�,, lumillo, 11afall and britua fill# IrUj4 In T Al • W(N)4 I-nl#N U0111101 of America Standard UNOVFPJ? TC Dead SO Live 3.4.0 pqg R Bad 1.15 I 0 (790PROLDO Damlifn wool) I,R I Isms .1111J.91 . BC Dead . 2- 0'- 0 qg' ' 7.0 WPOO Madison W4wjIsln537I9, TheAmej Nj �pr�j, D SPOO UBC -97 Ratio: T./74n rM .._i�7 .,.1i�?'t !r: i° ., ,.'. '.i. .. ',' .. ':'.'. ., � �' •'i'�ti'.'114 t i:�t':' � t '''t: job Name: YRUETA �.' : i'rtiss:lpt E6 : 1 pjyy "_ on X. i r r: 18:7:: r 91& mu - 13 'IC 2x4 BPF 1650F-1. E ' t._ ` [IPl,IF j �GI1C�j(31 >° ' Plat At13I/`IPI - 199s i 1 U 12 ar„ 5.50" 1 .50" BC 2x4 : SFB,: 1650E -1,5E 'IRIS IB rII£-CI ITn^ RE9[HJC OF 1 -124 <. 6,2 1 r, 7 "t 4'�4 1.50" 1.50" PIXik' Vl,11lE�J WICEO:ia r FEKM' 117607. I. �, r 3 11 10 75 ,: 1.50^ 1.56" 1coatiCll of irteri 2 -42 4 7 1 1 • 7 i t 1 . Li, ' 7 . Sr," ±ih ahpllii ke 1 119 shoal au I»ucs3 (1.11 Y EAq� t 3 -4 clr.,rly traria$ ias`eaac}i'trusa. al naterial. al. rads Irr1r{Z. 1f12I1 Rl%+CI�(N! 1 r 71ua knrss i8 dried tiiit>g the 7r0 es3cir si t or Lcvporaty ulrn:ircJ uuuL- st-11xirt 1 306 -2 1•r id s: /X1. i14, r:31 (BC•Y7 (bde. n .. '.}i.' " , he Il place kefcre EAFS-tirfj thus Lr uau. , ujlpmt 4 306 1-2 1"f Bl&j Er-cla3rii .Yee, 'E+xi 2cre - Ib i2-0 :1 1 l i uric n e/4sga7 Line a No , Epi C u,L �r (: 0-0 I r„ r,0 Bldg Leacrt}1 - 80,OOft, Bleb YAcUi = 4 .00fc, 14i *m rrat hai j is 11.34ft, 111 _ 100 BC I(117: .:I. 114) rsf Claa+iific:,L-io•, = 1, Read Load = 21.0lu3f '3-4 �•i tc sl ,0 .4r, 44 1116114 •i (l.jVLl �+ -A- 1.. I," 1 .tom:: 1 it2 E• .1 a r, - rl 2 4.00 II -II -II 1-6-0 ; ..__.aal_0_:_ 3 Truawal SypteinsaPlates are 20 ga. unless e ga,+}7,t�ppogilkiopgd'per Joint Report.' " fR�.,ij.i — rsw .- •�. «, r�yruwa6 uuw+m�; compq!Fpl BRI 1n118 0 110m• II hat been f in aewrdnnee wl!h lha }�Ilri{rE venlryN pr TP! {ul4 �1P1'A Aulgn ew!darq.. Nn THE TRUSS mr or bHild�a 4uianfr Our Norjes 45+1$g iaea"Pt lj Iaad ' ° y1,�,� br{7 9 by 140, roar or ! {f �iT loep f tiu!I4Ing fw*p And Iho ri 4 CO. CA flgor 0! thbi$t!t!I4 o bsmam 1:hgrd 4 laterally brace ® ard* she" Is for labral 4P➢port or cp, HH'k a ..pert only to rcduc0 b491 AW1!wro u{nt,Qr qro Wpg4 ro i>r t 104 anA7gr 944+0 c�uuRecl d�ilt Ir:.n%r,:,► I,,., , ,:6, r.l.,i„6,, r:rr town M(dl Wo foiluivinj°ttandaihdnW01N7 I)RTAII41, by TnuWal, 'ANI ' r IWpgLiblillk4, . 'HANDLING IN6'rA1,1 INS AN(? BNACINp Mlf'fAl.1'Lf1 el7Mf4�1�Y_t�li11I1'P by'PPI y&Tpe Troy P�j1�11N!�!_ k (T)1) N IoR+ter1 at 5tt3 Tp .U,Verelon T6.1.4' PaociA�alh-1APe� r:r _.r..... H _ r I?,c)FESSloV, 4-1-1 Q�OQ ESS 2 -II -15 S1111, ,pec. �'• S G, t gr No C 5982 * Exp. 12/31/02 s>_ CNPi t 'b 1!18'N! 1 0/1$/2 (18 �FTed plates and)false OVER 4 SUPPORTS eaalq l j.l/34 I LrdCtntrgctor, etu. <; TBF1 15.3 wp�, pZ6oi NMI �yF;l 11 1 provlded by the campnucnt manufacturer and done A!Pymed for 4lmcnclanal aeeurucy, Dimenalow are lobe Chk t SB e�itaet>rn.r Neaa i �HAQN!$ W t!fr lnw1 A9�rt414 Illat 111019F44 Wllzed on lhh4 Aa4aar t SB NIA 04 •,,;-9 IAp� }IORc' c 9 AN18n'a.P4mer Ihal the top cbor4 li latatally , I! �h4101Ias rgglerla1 directly anached, unlcat olherwlao noted, 41w 19 , 9: p� ' >t BRPF '•,til 3S "I?e}, a ePmp Alit ►bA11 nal �s plaCell W pny envlranmen{ Ibal j TO Dead rZBa 14, 0 p#E ttqp�4ilA� :,Baca 1.15 ? jl tHrVII.Wo�ow4Tnyy�GnuU,cullariinner� BwnAaraaolQn I,1w ,Qrpp!' o;Q;a8�o3riB'''3- 0 o IP�NgCrpp wool) vtUSSPS' • (11111.91) and Ill[) -9j 4 P,fl 1a9 l ��CFppsiq 53719, 'fhe American Ppr�at an4 BC Dead 'T 7.0 pap , Design Spec UHC -97 art IM:rA ,hilt: J rs.vti-a ,y a a3 TAT an - r1 n'i .i >��, 4i i✓240 . QC: W240' W. job Narne: YRUETA Qty: 2 Win: CM0286083f"00 16 b23 I fj-�' SIM: FEDID TC 2X4 SiO 1650E-1.% "mmi: - 1995 MAO Clea . . ..... 1 G 1 12 1,115 3.50" 1.510 BC 2-M BFF:, 165017-1 SE 7jus, 2 J5 I (1 12 I'W, 3.50" 1.56-1 18,MV CrMFWIrrE RMIR OF per the Lirtrr CAM. nvxk 6.c, '&a to ekgmw X)14 E, A/As. IIII) C-1 I I TY -WE VAILES FERM1Ic130MEMCH FaRTM 416w. CiM Ed 1 arc lAwica (Ity 7C 24,01! 7-11-11 12- 0- 8 Cn al at ec4b "r1r(j. 1-2 -'e*/i il sr Y"ilacm Iwo- bo*px'. r UMT171' fOCMCN(S) + + t + t't t t + + ++ 2-3 br-div 'k, 3-4 is for [IF ICLAriu CA -11 2 -7910 ]caiia M397 be a ues Is ckaigh6l 16. 3'.4.6. twilu the BC I U30-97 Qx'ja. Blc -4 Zcm ,;,A lain. Catirt4cLPAaI:-M_'I3/ attadled W ,5-6 W/7"2% iiii1a was ;s)nir1. Into ther Br1cpad Yep 6-7 7 _1C 'r No C H il" 65 .36 awl. Water mist-pbe Wlx� grad.. _aT Or vi� �4.oOft, .7-8 1 :12 .39 Braoa@24"o.c.�iiileoisre-t.4ctI I CMCN stagwred '97 100 2 - PLU I Bail %,j/ 0c] ++tt+t++t++fi++t . . . . . . VED 1-1 "L, CSI 10i KUM CSI Sect 12) in: 2/ft'BC- 27ft VIM- 2/ft 2-6 -------- 2C,6 .(,I CPM t'lUff' IM LR.Vjf R.Lcc U�M 2-7 ',1 air L. rfC Vert 66.0 0- 0- *0 66.0 8- 0- a .58 11C Vert 360.2 B- 07 0 160;2 12- 0- 8 .58 ic Vert 66.0 12- 0- 8 66.0 20- 0- 8 .58 LpAb" 9C Vert 34.0 0- 0- 0 34.0 20- 0- 8 .00 Z i,,.Zte... 2019WO 8Xi - ofco LLIV"OMO sem=J"Jig. f1 -:j I'l.j TIC Vert 159.0 8- o- 0 00 %1 f, - r,. .) I- G - 0 - 6 7C Vert 209:0 12- 0- 8 1:00 �2 7. qC VExt 354.0 12- 0- 8 .00 3 12- 1 i 5-12 4 T L-6--12-4-1 7-6-12 12-5-12 7-1 U1 20-0-8 2 -PLY'S 1 2 1 3 4 REQUIRED f 4.00 363# 0#4 20- .2-0-0 0-8 6 7 5-0-12 I 7-6-12 7-5-0 12-5-12 20-0-8 Ti-uswal systems Plates are 20 ga. Pli., (16 unless BhowP.bY "18"(18 ga.) or a,) Report Ooeitioped•per Joint R I )ort. cifo;eg plaItsa and false frame Yae�;oWir;4Wb6eitioneci as shown above. W01my Of (.44 Nfifol a0hil'ife a* to (hO rVOCtiflig Contractor TI38t '40.0 0 w4 Pall 11,111411 MlFln- It NW b4t; pat fil 000,11w .4 prpy!.40 Wlhc compolicid inamifacluror and done rds in-,*, - 6* wilt illf", rrfKY4' " --pri, . _q1q, TRUSS verified by tho carappago - R fW4 API'A Oc&W, swul;s Na tc8pPn4 y, Dimcniluolf arc to be J411104 for 41mcallprial accurav 14 D�W.; OB HE TR -0 .. ' ;d .0 6 thenlicyI 1 44 y I CO. (CA) b 1I by 'ky A 11POR or qqiIfq f4ard Is late MIR "4."r filo 01, Q P141POI 1114 the lop ;hor414 Iptemily rally bracebpllding talc atl!{ Illss Wily allo�hc4, 4nicas w 14.fp lira 011 Is for to i 7 r McMilers only to reduce b4cMi0.9 Ifo poled TO Dif;�4 ompoilcril 11411001 Ift;environment will ''Olhom IRI C thRi owmj.81, by'l V(P bUtAn IffIFAIM!, 4!'FYbTIRtc, handle,' Iraitidl and brow thN Irlati in cc WTPA If.,! WONT J30 �iva pi 0h IA 1.4 11114 C'"1111011 of America lluuidaN Dolton 014 DINSTAI,L "I" TPI 1, 71tv Truii INQ ANP 11PACIN(I MIITAI. PLAT N1411.0TOP woopnijais, 81)M..AR ZILM, - (11111-91) and .111111-91 j 13C D044 -.AM -Ili 1118111�li (I ' 111) 6 lmui�4 at StIl lyonprdf! OrIffi, MadiMb Wkt:UIIi!ij 43719. The Am;rlc4n 110ral and AN TOTAL-. 10/ 12, /gO00 ." I #LO ■ 9 I'mcm Xg ;25P.112q, 1 RIP 0 Nbi B4 1100'' , 19' to. I put ' 41e40'34 4- 7,Q'Vaf p4�194'1!!Pqa - UMC -97 40.0 ;J -Mo., 7cl, W;4Q Job Name: YURETA .. Truss ID: F2 Qty: 11 Drw : C000342153-001 BRc X -LOC REACT <SIZE REQ'D 920 3.50�� 1..50" TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 OF This truss is designed using the UBC Code. 1 0- 1-12 BC 2x4' SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT -97 z 19-10-12 9zo 3.so l.so WEB 2x4 HF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes, End Zone = Yes Tc FORCE AXL BND Cs2 PLATE VALUES PER ICBO RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLY Hurricane/Ocean Line = No Exp Categgorryy = C 80.00ft, Bldg width = 40.00ft, 1-z -194s o. 00 0.46 0.46 Loaded for 10 PSF non -concurrent BCLL. on the truss material at each bearing. Bldg Length = Mean roof height= 11.83ft,MPH = 70 2-3 3-4 -1z4e o.01 0.19 0.20 -1248 0.01 0.19 0.20 4445 Northpark Dr. ++++++++++++++++++++++ Designed for 200 PLF drag load applied Classification = 4, Dead Load = 21.0 psf , 4-5 -1945 0.00 0.46 0.46 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' evenly along the top chord to the chord ' Sc FORCE AXL BND CSI 1 @ ea. bearing unless noted) concurrently /u live loads. 61. = 1.33• TRUSPLUS 6.0 VER: T6.2.0 6-7 7-8 3566 0.50 0.24 0.74 3566 0.50 0.24 0.74 DEFL RATIO: U240 TC: U240 with dead + D - Horiz. reaction = 4.0 K lbs. ea. bearing. WEB FORCE CSI WEB FORCE CsI . Connection (by others) must transfer equal 2-7 -906 0.48 4-7 -906 0.48 load to each ply (or add-on) shown. 3-7 477 0.17 ++++++++++++++++++++++ U 9AX DIN DEFLECTION (LPVE) L=-0.16" D=421 " T=4377" Joint Locations 1 0- 0- 0 5 20- 0- 8 2 5- 5- 0 6 0- 0- 0 3 10- 0- 4 7 10- 0- 4 Concorde Consulting Group (Consulting Engineers) eNo exceptions taken ❑ Proceed with corrections as Indicated ❑ Not accepted - please make ch�nges avid resubmit for review 3-8-0 I 1 =0-3-1; By: Date- Concorde Consulting Group's review does not relieve vendor of responsibility for omissions Or errors Concorde Consulting Group does not authorize changes in purchase order value or schedule 5-5-0 4-7-4 4-74 5-5� 5-5-0 10-0.4 14-7-8 20-M 10-0-4 I 10-0-4 ; 7 3 3 F4� 4-a .2-0-02-" � i 20-0-8 7 10-0a 10-0-4 8 1010-0-4 20-0-8 T 4-3-12 SHIP =0-3-1 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or 12/7/2000 "H"(16ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 41.3 WT: 58 # W0: Q2601 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB Customer Name: and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimen- DS nr• SB #LC = 14 g ' ANDREW PIERCE sions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the TC Live 16.0 psf DurFacs L=1.25 P=1.25 loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that T R U S WA L the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, TC Dead 14.0 Rep Mbr Bnd 1.15 unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be psf iSZ4ol SYSTEMS placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, 'JOINT 'ANSIrrPI BC Live 0.0 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. install and brace this truss in accordance with the following standards: DETAILS' by Truswal, 1%'WTCA 1' - Wood Truss Council 'HANDLING BC Dead 7.0 psf Design Spec UBC -97 Colo Springs, CO 80907 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. 1 TRUSPLUS 6.0 VER: T6.2.0 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf DEFL RATIO: U240 TC: U240 4e T2u5S C!o- 1.. .i Vq STUB 3 s �.Truawal Bypt g' „ e 1atee� T ^ � B` TUU ily' frlja a. l•b far'w1 Waco with llw CUr►fii THE TRu ss �. Vii•` . h rwr'CO. ligi Lob Name: YRUETA TBFI 42.0 TrtisijDi G I Q ty: I Drwg:CG00286083Y019 JllN*,#, pmignpi mull w4qaln Ihaf the JoAO4 r 4filiz;4 0q lh4 r�EQ'D �TC 2,C4 1 6- 1 1', 11.1-1 3.561, 1.56" Fr_ 2X8 2 14. 1.5ce, vjm 'SPF 1650E-I.EE ML 195()F-1.SE . •--M11-11 ., . AMI/M - 1995 P wl9 ME CCMKBrrE REAUT QF 74 imPPLE tj,,Lm ....111',, WI - TOV-Mcli (SP! Ir. support V -527 ,�.TQ 130 14ivo 2ZA 17 mm I TOTAT, (11 1. ;'A. 11141, (:If 2xf, 1-2 kV/6 11RIE Vid 103 IEH 1117 1650E-1.EE H-3 IC130 R1290�Ml K -2 -Ml- 0160-1. =1111-1171 I Q-041 are IXUAA clU.Y on azidl MaUxul at 2 Is OA; twirl; L115 LIIC-97 Pods. 3-4 ltx-...wPt W-v3dre is m9dred (by ctle_m) to bre. Sce lau-91 MA B14-9 DW10sed Yell, M-4 Zma - No 10 .13 4-5 '6 1imrct.t-iwtq 9 0.3 1-1.9 5; 1 .4.5 w-4 30.3.4.6, I'll I Nit 7--t- W.-' Ill) 6-7 _ ------- 7-6 :!I� II. 1L, 8_9 0'� Ab rm Vert 66.0 0- 0- 0 66,0 7- 2-10 .58 12 .11 .23 7c Vert 66.0 7- 2-10 66.0 3.4- 5- 4 .58 Sc Vert 31.2 0- 0- 0 31.2 3.4- 5- 4 .00 VEB H I.` I.. I I bAj FUICE (.,;I rrk. ... Lw X.Loc TLem il�'Vei�E 162.1 7- 2-10 1,00 2-7 J'I s -1 4 ? -446 .11 :2-8 K .11 r1c Vert 11.9.5 7- 2-1.0 '00 !3-8 7c vurt 162.1 7- 2-10 1.00 'IC W 119.5 7- 2-10 .00 u- U 5-3-5 ,3 7 A., r. 7 10 4`5--13-_I 13 2-8-1.3 4:5513 4 1j 1i 11 .. 7 L -L - _--I - 4-5-13 7-2-10 9-11-7 is ),I I S - .1 14-5-4 2 3 4 5 F 4.00 563# 4.00 6 7 0 9 4-5-1 2-8-13 2-H-13 4-5-13 7-2-10 9-11-7 Truawal S ems Plates are 20 ga. unless "1" (16 a,,)." 4, �P0049n d :r joint Report, In'. P? an, -e'1: tou 4 as.. . 06 t p ehown" abov S. Pill Als sheet ond glye) am a pol ITW4 fyolfm, 11 jW bM MKym of TPI 0114 APPA dc&l8rj eumdAr4s. No SS by Of comp ME TRU :cd ZS2210 CO- (CA) 0414"41 by" roof or MIP A 4 IFr0YbFUC04 0 diplimn Is for la4Pl..q;lPd# of biffijM0114 oomkop pill Y 10 rcd44 bock a lho mouturo Ion of 010 4� x usc GoMoolc am rnmwol )AN4 I Pm Ow" 11MIP 0 lNrAL_N(J AND PkAClh j?;-U,V*ro1r,,u T6,1.4 11 _ �'r - -4 *4!0 10 4-5-13 14-5-4 ffn by 1'18"(18 ga.) or �,Fplo plates and false tiff Orecting Colitractor, TBFI 42.0 NII FP11AM PM. 1404 OY 01; componcra [woufacraror and donc MY 14141TI94 far dlMc;ulonPl accuracy. Dimclulum pro Ip 0.p g*; SB . . JllN*,#, pmignpi mull w4qaln Ihaf the JoAO4 r 4filiz;4 0q lh4 P491WI BB ;�P 1�4111%vUJfio Ooslon Aqvincoluii tho IPF 0 ON Is WPTAIJY,?i po*'I WO In p 1114111191 be P1 v ihqi 70 ti1Ve Dead .Tm�%jJ1Ml fovIronmom on, � ro rlNic, bprullo" WWI d WOW TM14 I Anwrl. SlAndArd DmIgn ,�.TQ 130 14ivo INMA NOMP WOOD TH (11111-91) and 11110.91 IIA RfIYPt'M�di�°!IrVIIceIPbl q?19 'rho 4m;FlcM Pprql 1. B0 Dead M ki L L4 TOTAT, MES %C 0. 5982 1. 1 xp• 12131102 '., F-� I I I -CNS 10/12./g()00 Scale;, X/4 P I w0i podi'- #Lc - 19.9 Ft.: 14 9 00 Ippe r 01910pacuq 0, 0 7 ;-0 , IQIVO,�i PRLI-SM'PROG P.UBC-97' iCIA.Rikti-;V240-TC: L/240 ob Name: YRUEYA i'rusS IR' .G2 ^ EEG is -I fix' 117,011' SIS U �5rr ar _ ' 7C "a4 ;SPF 1650F -1.5E Platjw 10 Drw •: s ..1 0 t-13 /"35 3.50^ 1.50^ B^ 2x4 SPF 165OF-1•`Jr � �aa V/`?I - 1995 UPLSFT I ZING) t ty 2 , 1 s • c 5"ih 3.50" 1.50" }ED 2.re1 HF _ 9ILD ' f BIQj I3 Tf£ QTtEL'> rm REsurr +3F st>pjx�t 1 368 ,�r IT;aE. VA1I.1S FCR ICED FESEAMi RERUr #1607. 1'L>�THE 14AD �a�5.' sLg> t 2 26 •A TC ' l r 3- r_' F. 7 . ill) r I »IIS I EW=4EUM eha rr am bared (1a Y Th1a is designed usire the i 1-2 +lr c2 2 :a al the tivse nitte-tal. aL each I:urirri. LD3-97 cbcie. 42-3 Blcb EYtcl.oeed = Yee, }]xi Tare I9� ry Flnri�re Oos�ut Litre = I30 , C . *-BC. if 1 -fl- :_-:!.. 111) C! . , Bld3I.�� 80,0W, BIca4Sdrl'r= 4b.00fL•, �-5 r > 1 22 s7 1 Iain >mf }ieigt'o 11.37ft, MPH 100 t5-6 Sri 5 1 ; .22 .37 Claaa ficaLlm 1, Did Icad = 21.0 psf V. . - � , ''FID N1£>: ct l lab , F(YaF cs7. _ - 2-5 i`/:LP r_ it r. i 0- ii i'3 ld- 1 -i IL, d , 7? 111 1 72-10 . }' 7 -2 -III .j 14-5-4 y I 2 J 3 r _ r 9.00 -4. 001r OSP°E ESSIp�yq� F 'I - 2•M 13 t,. '� _ -- , �P`` �,• M ESS I2-6 3-4-9 :T' { lo -Yl _ e 2-6 _l- SHIP C7 Q ;13 9 g.3 III -3-I � N C0459132 - L * ExP.12/31102 Ir CN1v Pis 14-5-4 4 5 6 7-2-10 14-5-4 -' Tr-uuwal 8yeteme Plates are 20 ga. un'lesa e o u n ) 10/12/2000 h vm 18 (1 a t}i"(16.gary),.yq�l0eit Hggd per Joint Report'; dpi o �r 1 late@ Via• )false t' rfia e: lateelpiare° osiEioned as `shown above l � P� Rep/ldalioleWX �.elf Ihls shoe! Nrlr! a�lYe H PPR , !l(P iNe-rectltlb� �'U11lrpclPr,_ _ e8; 29.0 !bj'an•�+1�latasf-lmmp'np4el nw Inlrr p plan Ir Iwu #can khacl3'1Ipp . p ePlroll4iyenlaM;y(!PI'flnA PPA'Qeplgg 1Wrdrrdc No w ( I �1�84! prpvhleA who Ftmponcn{ tnan4r@cntrp� pnp dopy T� �,! s S a4 4I Qra r P!ilRk li"t>P@Nm64 /?r 4lmflµ�nnol accuracy, Plmuuianl ars to beq�r variIN by rhe ParpParN(I) ur rqr pn4/er bul Ain !lecigncr prior w taoricadotl al n Dpgp'1r l 3B #IL0 g ` 4eW4 terser qr FF�4 AI? !9P�lPa Iarp°ffA bY.<k! !R !! gN114Mg tale nng !1!e Pa! i The 9A1191ne (�_ qr mus{ a,aert�4i nul rhy loads ulill�og uiq 9 t>9 kGW - ' ,• CO. (CA) orf I! 4� ihen loot ar fir;1141±±4!!"B�AA9:91P!?.HlllaM:04[4 N lalflanY O! cc4 hyE�.H('pjr�e( f!►h ! ; •7e A�a�an �!slmee 11.�� Ins ►op chprA a �w llrl ,� ... i9 bus _ ra u b o fl11�141 h...Sgh�.rlAl+ilrllY9trflch�91 4niw,9aiherw4onpreA,si r9`,A1rr r iaW1alPsrt,9� a°mp!u!rl1W memkcl i only to reduce buckling lep ! „ cam o e 1 c I pal,bp Ptacetl In any envhpnmenl Thal TC Dead 14.0 eP ' & 'r ' will e�trya the o!<turc r� 1<II ?hI9.. P. n,n -rf� l 4 l �.., ...ly job � ` 1.15 r 3 r + m {hg fol o� Iltpwpad lu a f cq IP96 an4/ur ramc cunngcu!f rWlB � rra!l!41•, �t lbrl{ale IWn .la,, nriall unQ br ico IhL! Iru1p In A�gl,,.,% .n ,., . ,:•.r.. n „Ir,... !n. wrwn P 114 i 'l1ANPtd 11TH IPNg ASI' Al1A Nu/luiwA, 'ANfil�l'P •h IWTp 1 ,. Watq'f!ui� Fgundi of Amorlrl NuutdarQ pSaigg 139 14" r 0 >�?Fg QIC� , �q ._ ?- 0- P .. N ui I MI f (11 AT(I �91 (gyp WOO T11 119 9 0 4 1 , (IIIU•91) ,'in4 111#•914." a0 Dead 7 f` " ? a. 5 9UIvAr1ARY ellliR'f' by T%Thclf+F�+ P iu�icuk (7PII L lucaled al s83 1 fN P ( r Q'}?eP Agq#gp �8P9a ;UBC-97 Tp oyuruicu'T6.1.9 P>1PN.larknlwPP(ul�Kak�})Ii!}�11191hs31rKItNWr 1�Ir hip 4qa I. , a{f!9 RrIVEI isMr Wjaconem s3719 fhe American Pana and 19. 1Yrk. S!f'Ihrirr :c rfl�ti r11DT7►I. 4� 0.0 ii f .f ' F t:.r Pi W2`l0 I>ri j1/29Q job Name: YRUETA Tru'si - ;1 D:. H I Qty: 9 Drwg:C00029608"" 21 BFD If N:7-11.1, S I ZE 1d_:Q1 D V -C2 3.5011 1.951, 1117 21A BFF 1650E-1,513 lr_ 2-44 SPF 165CF-1.SE P1at%V,j'AN11tM - 1995 tazFp FEAcricHOP't fUo 2 's, I C, I I 1.50" I.VS" W-13 2;,A HIP - SRD 7m IS UE CCMWBrM RERW OF ITUTWE 11=1 CASM. SLI*mt 1 -656 2 -654 21A BPF 165OF-1.5E 2-8, B-4 1 a)owi are 1-111 "I'll-ly 7h,.= is c1wiqrpdI ualiU tha 7c 1-1411, 11 1411r: VAJ 1 US 1111:31 ICBG TIMSEAMi WC.T& 111 6(!/. :_1 Pfcr 1110-917 GX'6. 1-2 C,14 I 'A C' 2-3 I 10 EDF r" v cxjr.,j irvu 0143 F=a4ae4 - Yea, D-4 ZZA'A Pb Hul-Icagis i Lim - -No CkktcEfLx� � C 4-5 _',Id i -i A C5 80,00ft, B1.4= - 4 Oft, heldt 12.67ft, MPH • 100 C320afficati.cn = 1, Daad Load = 21.0 pelf EC' PHE -XI- If 1) C!31 6-7 1 -t;, .15 SSI V 4. -8 7rIp", ZI 2, 7 S4 - 543 'r2 Ir 4 -8 .0 ;2-8 -S43 C'. 4 5 166 JA ,,3-8 '11E .27 1995 lift -U-1 e (1.11&) If —IT, 1- -.15"'1= _'ib" U- G- G 3 15- 6 is- 6- 5 7-11-1 7-1-5 i—I —5-1 7,11-1 ;4 I- - — 6 -if) 7-11-1 I 0 15-0-5--I 22-1-111 30-0-10 1 15-0-5 5 51 1 2 3 4 V 1 4.00 -4.00 ik'"E TRUSS &ZS2Sa CO. (CA-) co vimn Tp5.0 Vorulon T6.1.4 5-4-1 t ::r: 0-3- ri :swal Syst;q H,f 16 9 zk ij ifs by. ft 0A PA 30-0-10 6 10 7-11-1 7 7-1-5 7S -1 9 7-111-11 -1- 7-11-1 15-0-5 22-1-10 30-0-10 Plates are 20 9a. unless _ pe -N Joipt pepo;7t. 401.3 1:10ne as shown abo_� 4,17plorN bW Ali-VINg6fdW give PI-lor 10 to red callic )wn by '!18'1(18 ga.) or U�c Je4 plal�epjptndI false IrYrR It 10 1110 Freffilig Contractor, 40110M PrOV104 by 1119 I'VIPPRICA! IWWII(49l4rFr 404'00119 P � IIY 0100 (Pr 4IM0,16ml Ucurocy. Plingumlom * to be 190 444108 g1cal Per Mull 4qg;,cIl4h1 Ilwl IIIc lupdu utilized. on ihls 4`1104Mf4,11ul.1 14 'top. ARF4 4 Ip01 lly 041, th"th lrz ftlia 01milly 04400, pqlp94 Rtheiv4pno 41y, N(o C045982 kkp. 12131/02 ) JO/ 1,2/2000 - 1 66.0 wo- 40Q I mxs BB #LC co nucrim fp N T44 F.AmpD6qI'ilh;i!I'noI be ppcfd 14 luny glIVITon I Menj qml' `7TC Pe;tcl 14,191rokf,1,1111"T _7 }45 W, "Yoncelpr IIINI411 0.11d brace 10 lru4q in ,,frPolqn.' USTICIA J! I WW644; cApom or xmgiric,�R 6i4n4r4 pylpPo I.1ve 0- a U N WORTHIMPA' hi BC 1)4?glA -97 W P'Pllq 14 Privo, Mad"oq, Wvq#111, 53719. 'I'lic Aincrlwn PorFol and V#1 patio; - 712; W?10 job Mame: YRUEYA 1 53 .3 �.,iFf 8a p p V.; • ' :•} F. D�Iry far 41mcnilonPl accuracy, Dimensions aro to pe prior to fabrlcallan. " I . the 'll, -fit' �NlI9M Qea180er mil ftscerlaln rhos tilt loads 4llllzc4 on this P �lb1r`II I I ,r1t�s7110 fol A!gNm� thal ut4 lap 0,00 4 Pion, e►Alty br4�af1 by 0, M#t AMIpiM AWN* }1ti1: Dsgar r BB ##LC . 1Q Y):UT SIZE. wz)-I) 7r• 2.(6 11F 165CF--1.SE 1 1 t 1.7 1 ,'JS i .50" 2.4'j" rf'_ 2rb IF 16SOF--1.SE 2 16 1:: 1 :14 _J.50" 2.54" WJ3 2u1 IF JI[D 7t ) ,) 1'_ ;. •:1. )� d, c:31 VaTrE %� 2.1-4 CFL SIFF 1950F -1.5E 3-8 165017-1.5E 1-2 : a1 ) i, _3 J.':ZA rnr 10 NF rrn-cumn-ret F1TI,. 2-3 3-9 4-5 .'r:c :r, .',I 6-7 :,11 ,S .45 7-8 .1E .47 8-5 ::,15 ) ,E .62 �9-10 ::iii ::) ..E .62 4 s"� 1Lia'L•' rSl t•EU R.R:E CS1 ,2-7 -,41 .iJf 4-E a4r] -367 .07 1:10 .Gy '.t 995 171 1 -Eli E t I J IX) i >1 G- i, 6 IQ: I 1 Qty ts AN31/"T - 1995 Bic V 111 71£ QMMT TW OF I1iAD WES ehomez are based CI4LY material at eadr bearirg. Rims HR ICBG FESWal RUMP 1)1607. 1?t aiiD ie rec Tired (bv Cu'ere) do It rctatia�,/tq l}ir{�, See 11711-91,zud Iirl 1-1995; 10,3.4.5 atd 10.3.4.6. 1 ;2 4- E• 6 ) 4- a- 6 4.8-6 4-�- 3 s- 1 t S- 1- 2 `-1 —l1—t 4-4-12 3-11-8 — ,4 lb- S-14 73- s-14 -8-6 9 1 2 13-5-14 17-5-6 -t 14, 17- 5- 6 I 2 3 8-4-4 4 5 4.00 -4.007 uFuFr R47MCN(S) La=2 -713 is dasigrled usirD the Blcb D•xrlosed Yea, Eld Zara = No Hrcrp7%�ear} Lim a Iia �a ''yy Blc1g 1 • BOOOft,�B1c� FA.c1<'jz0,00Et, hi�a1 >vc } 7t -' 11:85ft, MPH . 100 Claeeificaticn o 1, Dead Load m 21,0 pef ------- r --MAD CP -9E: #1 r6MICIJ LgTS------------ --- Mr L.Plf L.Lno R.Plf R.Loo ILfIL 7C Vert 66.0 1-'0- 2 66.0 18- 5- 8 .58 BC Vext 14.0 1- 0- 2 14.0 18- 5- 8 .00 Ike X.Loo- BC a 1625.0 10- 1- 4 .97 1625# 1.11-2 S'I'U11^-16 7 � � r 8-6-1 4-1.12 i -12 1-1-2 13-5-14 T—uwal Syateme Plates are 20 ga. unless silo b 11 u "H"(16 4? )d p44��ia e e o{ nt h'R Y 1B (18 ga.) or ,•I P•F 1?.? Report, q£ $ ltpp, al}d false me ates�a Iiyj sition d as' shown above: rl {• r /A. i IAT a H E TRUSS v WAvrdrIC4 sy Th M71d Me Co.�er#rled by tba wma� C(CA) bu�UmegPr wfor tAQcQ by ft (qof or i Odta1N ehowq Is for to "'III cw* the mnbturo ,, ,,,.,► t„ . .•t., t,,.n„`.. , •o r]etn S 'U Versleu '16.1.4 sPOWAw wills U]p rel =111a; ll^I 4 Y ollnur I ..... _ 1 �r M. ►alatlou (API 3-8-6 SHIP Io 5 -9-t{ 3-MLt 11 81S'1'UI{ 17-5-6 0 0 5982 :30 Exp. 1?/31/02 10/ J 2/2” 00 APIl1 ►k��39a 11 o• r r n rr rY : r 1/1fl /' !71/111 ' 14#11ractarr, . r«, n` • ?. �• ` N P t pby l wmpA,teg1 MAIIII(Pituror anal on Itan4ardo. No rNFPtH 'tuipmes 1 53 .3 �.,iFf 8a p p V.; • ' :•} F. D�Iry far 41mcnilonPl accuracy, Dimensions aro to pe prior to fabrlcallan. " I . the 'll, -fit' �NlI9M Qea180er mil ftscerlaln rhos tilt loads 4llllzc4 on this P �lb1r`II I I ,r1t�s7110 fol A!gNm� thal ut4 lap 0,00 4 Pion, e►Alty br4�af1 by 0, M#t AMIpiM AWN* }1ti1: Dsgar r BB ##LC . 1Q r N t M.. ' P3 Rf�, �, �A � 0 ' to rc4uce hncklln Ahache4� unlal ap)atwllo nos 8 lenIt Mw cumponenl droll nul bo placc4 hr aaY envlroamenj ftlE cuwa coltneclaf lith �I Iw1pq, rjil+flfpler llil!t.(lle, Illrwll ono bntup IUte Ince 111 i ftluwAl, �A11✓i t p °C� ` Z;�V!J b 1f,OC " TO Dead 19.0 1p�� ] � Pr t� txlli, +tt� 1 V?14 4�n gs� F (} 0Q 4" t i E' —fp� h a WAaA Trgll Rao qq a(Amerl M l• t1� I N �l�P«WADA TRur3aR8' (1110•DI) conA 1118 9 )� r Q lye r qs j tt' a : Q° 9 i' { Ica locals tl a 383 ti t 8 1 y P(tru�f9r(�r�•r�IeP1�Ma4Naq, Waewr�u, 53719. •I'hc AmSfIr;�P Poreel ands. f 11'^71 Wa>'hlpal liH�199�ti ] Allr >3 Read 7 � Altlig>i► 0-97 g rt�ru Ala; ..1tss e _ .,. uyArd.,ab:ruu':a .TOTAL - 40.0i,697 naa Atiq I.W2a0 .7C: Ir/290 I r 'tel' .• .,., „ .r...r r ,. ... 1+' �i'' •+'•t i r .... • 1 • ,',' .' f'1 k3?' I,'g ob Name: YRUETA Truss410 12s 3 Drw g: C000286081-023 i:iw. X Ili; 14'!d.'I' :iIZL' IdQ-1) 'IC, k.c4 SPF 165OF-1.5% 2M SEF 3.65OF-1.SE Pl t ANSI IPI - 1955 . 7819' IB 7}E U14MI7E r gut c T S 1 CN1- c ILY�A 321# ti 2 l i 1 e { 7c i . Ep •' ] .:4" 4t3a 2url }� fIICD I. rte, Mlle 2 122({ .111It ?rf 100 165017-1.M I 7I9 ulr�.al are I.UXA riU.t( 11ilc� lu CL -0 gged r.wltU Ub 1 1C' , I; rn, ui, 1 2-n BIV 1.65017-1.'_;E 1 vi tnu�p nt elal •d: +r4J11 el„1. 111-L97 t]stiy. -11,cisblw are r :r lr[1-57. "ME VALL7' I IC130 IQ•:31 il"I f1GClY<Ir 1146U7. Blcb E17olc-d Yep, lilxi 7tile = Na 17.2-3 1/ 1 , 1 c2 I.�de� for 10 FfiF rral-cclxurrevt 17.1,. Hurioarle t Ldlri q No Cite .yy C - a3-9 ,+ c is Blcb 7 BO.00ft, Hl�dth m 40.00Et, i4-5 u . .1 f,'s ' titian 1ml Ilg1�t _ 11.B5E1', M(ii 100 4-5 .E2 0-1ficuLien = 1, Dead Load 21.0 leaf If, 1+1:1. "A. M; r:3f 17-8 h r i 1'i .32 �1•FB H r;.2: r:,l tib K1�E C:1 y - • •2-7 -1126 .71 :`3-7 r i ilk -7]22 r.l s _ . Ik1.111:,'ir 11 Lq ..c .I dl U- o u 77- 5- 6 2 a- 6 l:- r,- 0 4-5-6 4-7-12 4-7-12 3-8-8 $3 5- ,- _ 5- 7- z 4-5-6 - 1 9-1-2 13-8-14 17-5-6 h p:9 13• --i, 17- 5- 6 9-1-2 8-4-4 ` ` 4.00 -4.001 ` I.5-3 1.5-3 ` 7- 386 p4ESS1p 3-4 3-4 3-4 51111' ;,: 3-4 Q �� MF III'8-0 cL___j t TO l0- 5 45. 3-8 w N C045992`: .. �' Exp. 12131102 17-5-6 * ST G,N\\. 1=0_2 gTEOFC + 6 7 _9.0 y-1 --I t K-4-4_, r _ -2 8 S111llll 'r -- a, Truawal systems Plates, are 20 9a. unleas sjlppyp bY• "la" (18 r ? i,"14 16 a,�j,ypoeitiotiedi er Joint Report ga.) or eaa1�1 I) : P p ,; ;'�i algl: plates and false �+ "'frame alae ares oeitio ed as shown above.'+ r F .xeadalll/iotvs p«/h!� slieet nnrl b'!VB q EAr dltlrl;/n il1� �IeCllllb' L'o(ltrnctor. • s F,3'8.0 • Wo 2601 r ThL aF+i$fl u (qr all Ip4lylAlpl tb) � `' I. tQ•.. i ''. dutca tit: Compogcpt ppt It�u� ryy�tmn. It h u bacq bA� 1ppCpl C+Itlmu provlda4 by ilia camponanl manulactaror and duno Customer Name I r H acept wbh ilia girrCttt venlaru of TPI w!A A'I'A dalgn Uanduld.. Nq tarp, llplllty 14'uuumad fur Abncn►1a11a1 as uruay. Uhncnda,u arc w be vprlt l by rho pumpglppl RVltwraaturp�{utd/ur pyllA Aaa1f11Cr prlur lu f?bil�r11i1g1 9 �yl(dI ��1�I�Ilpl mug! [wcCrwln IIw1 the IgaAr ullllzad utt IhU ;, 11LA ..,l0 . 8I>$RC0TFi TR!!SS I ►;au« of oYcoe4 tlpglmp«eq bylppjac by11A t1g ada artA 9?l�pp u�,(Rt1 .T6o Ae�l 0 iue mW putt the 1 chord Ir Wlatall bot ojp c told lx 4lcrpll baa, by p A I ht` mglorlal illroclly alwched, unlal otherwloo haled Y } `Ow'tCO. (CA) 1. I y r 4 9 N °P ''. .A�hh R.u lar Ip�pia) Iltpp of ipm�wlitlll , Oml+orf g11y u, reduce busklln�. Alt,{;T WFumpWipnl dtgl I al a P4 vpd bl spy onvlranm9nl thin 14 , 0 09 gip ldbr, Sad ' i • 18 !1 ..-..I u n . ui"rr1 t:i.1 s; wUltp_ apto mo4rw(C Cgi1Ni{Fat1e )vpoA,la%KS+a+I Iq% 4/ar c+,wp camvclgr i j y , $ 1� rh.n�.p.,t nr., , •,.,,. ;r,„i„c., t •n oovrn ACCDI ! �n t ��A r+11`'v � Nb,[IcuM,� uullllp;, btlwll and tilupo IUIo Irli I b] � .r" ;' ..� +� ^ '� ; .?•;r �fplco Wldl Ala u��gy�p�/hindrl}di{+,'1(1JNT:R[iTAl1 a'; by'fnuwrl, 'ANeI 1,1< !W �Ol�t! t WoaA'fntrp OuuncU al Amerlra eldndard Pod n IP 80 L'�� r Q; >(?�>E + 4lOi'9y�aistQ �•,'p, 0 ` •; t ftreparuWllUlIIIILI 1ANp1fNOlNbTi�4UN(IANUtINA41NlIMi1'1'AI•I'L�'fj F9l�Ngr✓'i.P,p`Woiln'I'RllyyUh' (11111-91) and '1110.91 "8 BO Dead 7,0'80�Y '494;9peo UHC -97 •` t r. 6Uh}lilAsY aI1GL f TP(Tpo T{!p+ Vlak Inutllyte fl'PI) N Igrlkd a� St13 (�+ [IRII�A A{�Y ;� MDQ .Pn Wpcane 63719 1'hc Ame I q a i 1ys . 4 ve ra ion 1'6.1. 4i±PPtf1!!I?r4?!IaP lM'111�'H'�.1�J+3>?{�:.SiriEli N1W� liW @oPr.Wh�!sl51�4�?` I" rn P- r I ling st#u o ,+44'i'1r. :,:olrit;a ,7!4TAT,:•:.'t�., ,�40.0��paaE.t l.t.Iii�.lii✓i�' ;� `list ... . � .. •. _ .. ... 1 ' r ob Name: YRUETA'� i r' 'PruSSE IQ 'r 13 s L" Mw9: A HHfr :: Iff- lie"M' S12E fEQ'p jr-, C-9 BPO 1650E-1.EE. P y�AT49T/M - 1995 ��,TWITr w 1 6 1 -12 trt 3.56" 1.50" 13;.' 2x4: SIFF .1650F -1.5E 71MI deo IN19) t " 2 26 6.12 t/ c 3.50" 1.50" F&P 2a1 'S HF BI[D ir. - h7 RFE t774k CBPIE RfLH iI CF sl>�t 1 + 3 IAAp t3►�733.`' 2' 3 "ME wu nm PFR I o iama3r 1ocRr 91667. t=JPW4WM shoal are i -4s CTU ! 71114 tL116a is Clew �� ue11� tl-o 7C: i+1 )., ;•i -I. Itcr MI Ir_ I -d Ea.- 10 r6Frlai-o�otaTer. IAL. cal tn�es'tnaterial at: tcil laa�irc7. M!97 t1Y9e. ' 1a1-2 til 7 2G .24 - I = YeP1 D3� 2g1e Iia '-3 I::I W .21 223 4 I VA rrl 21 .22 +y•" �je Ooaat Lids'., � E� Cat ar C 4-5 1ri .24 , 80:OOft, H]t� 4h 9a.ol)fl , height = 11. B5ft, MF#i = 100 . 6c 111•i E .J. 191) CS! r ClaeslficatiCn = 1, 'Piad Imadl = 21.0 pef 56-7 I'i2 :] 47 r•r3S1-'.'(..;l:ti- 2-7 1, f- %�i%( 11:1.1 i•1 :,'I� 1 i ,. ..a,l � � � - '.. 99h 717 b} 41 :• '� 11 .I'ACI i 5 5 N_i a 7_h 4-7_I2_I 5,5-N III -I-) I4-9-11 ' 20-2-8 r ' 1 ---- 1 4 5 r . 4.00 -4.00 bF/o 1.5-3 �_ 1.5-3 I QFESSNq €, .r3-8-6 3.8-(i r 5. t 2-6 2-6 j Q s r 10 -3 -IS I W ti.in =0-3-1.3 6-6 ¢ N 45982'' s Exp 20-2-8 1 OF A1. a, 6 7 8 ,,.. 10-1.4 10.1-4 111 I "4 20-2-8 - r- ..._.. �:-._.-:_•_. -. 10/12/7.000 A T'ruswal syeteme ,Plates are 20 ga. unless g11QWlt b !'18'+ (18 ya.) or <{`• •"H" 116 ga o'e tioti8d",par Joint Report }r,qi sled plates and false aaa<1el*1/9!! n It .i� ` I'lframe later are' oeiti.oned as shown above.•'? r-- l? "Re 'dll `o e. P n s,_ e. ria, i I �e9..:lhi...Fhe t7114,94vl°.qF.� n,/�frtlP the;9rectln8 GontrnCtor, ; • � 1�:,. zaps 38,7 ; wo, 601 } Thli,;.pea(�1� b'(or ait bulldio eom n{ t1tM 1 , I p Clem. t Iws bee b 1„ <, r1'' "- ign !<... Ptfie rue Y l R A9491P11 �e!►1�114tut Provided by the compuncnt tmnufacturer and done Cb1c t SH epAenle; Name t Y'•,• W aeCord uuo with Iho alrre�!twery'imt�;of TPI and ANNA doelgll ewndards. No rel tplb Il (s Miumed for dhnenslonal accuracy. plmetulats are to be 1' ",THE TRUSS S v eY ut° a'I�rl�py9t code and, Ioo11 P��HI!!� . f+lg�er•pA49{ o?gc!klbl that the load u►IIIze4 wl thf4 Dsgnr l BH #LC . ,': l0 87ER a 3i t ` ;t;mep of We {bompg}y4 . .1.: p,.IISIi 8►t49tu ,11io'�dfslga aP9umW !hat the IoA ef#oIA W.la(efplly'" . ( r ► bia by the., roof or flPPr: ea4ting 'pt!d I►12, o ° to . ( TC; IFiye ' 9 p�B CO. (CA) f ,Ij♦Gll.r9161n..r?Ilybraeeq,bY ( I11.�., Y ch p +': a f. .."era 8 'iie 25:, -1 s t3taal oWt! y for feral �u o 9 . �• h 0 ttwlsrlal direM attached, unless o etwle "poled: - � moi ;•Vit`,}� f 'y r ' �± PPorE (f!tmg�ljgll!..l �tn4ers only !o reduce hucgjp.B,IcII� iu.Tlll� �PmPa!epi h?II f!nl Q P4!ced I{t nY environment that, 1` TC; Dead 14.0 a is '' i t4! turc µ tilcm ofthe wowa f?K� 1956 and/gr cau;c ctu!nccH+r�p �Iwl�` , F p cata�' rr• As � , iQp �I�fr, Bac} 1.15 ll,,,dy..rl Irr . 1 .:I� s{,riur.(;r, lnun ePfafdanco Whit du fg1loivb{a rt tldaidsf 10 NT. I a r(.. + I!?(I�I4,:1!1►1411 and blop? o liUwi 1(t 54� Sly1 1 AR1All ', by''fnuWgl, AN91f7t!1$I}}'t! QtaB J '12- Oal0P d �t(A. WOOL) TR11S31?S' + • pr t eUpfARY_,:$H�STt py 7p(b°.Tity� platy (1!ct+ltdt(s lowteJ at 5g3 (llllt-91) and 'IIID•9t r HC Dead 7, O;�sP De¢ign'Bpeq +,UHC 97 t v N Tp5. Q Vero ion T6.1.9 4 1 ({q{ el�Y�dls� cwtcln 53119 the Amer) k p -�� i qt r+' Ai"!�!4PfiR►l9l►(I!. �l 911.!!�l.. llF9lu'P11Yi,�l4, ?A` 'Ma Ihaili mt 'e " 4 �a �41� ! �✓2�Qs c,1tt rest and ''' _i W.'� '1 { .TOT ..w:,.. 0, 09 ee"ta ob Name: YRUETA TrWi IQ: 14 t 2 i 1)rw : 1!I BT3.a is li.r: 1.4v.l:1• `317& Fd Q' 1a 3.50" • 1.5w. 4. T 2.14 BPF 1650F -1.5E li^_ 2.04 SPF 1650F-1.! e.., ...,,.,.-. .. p1��i� ANSI/IPI - 1995 IIELSP I RFACI I 9 �� )rs'j: 2 - , ,:• i i• c 3 . Su" 1. 50" . lEB 2x4 : HF SILD H.10E W-11 1:3 FfR IIID Rl? ArYi( Irf3lF(i (11607. IFlL9 1E9 I9 mE SITE Femux ce I' I?IE I[aAD t��9. dnsn 1 -373 w 7C' I-2 i',Ia 1_ !i / a;:l. Iffs 0:31 i 24 Irsc61 fc In r3F nm-ca-nurci/: lira I • are )�8 CI•UY o� tyje rtaLerjal aL c�lr�i tical 11:1. 1}11a is deeigllPc� uei1�I IBC -97 ��. ttle 2-3 3-4 4-5 1':!.1 13:- i -1c .) :,I 21 .22 r, l _ !. - :.1 Bldg Firlosed = Year EW lens= No Hfrricaf7e/1� Lir1e = Dh Bldg 1'1 Of lit to Ilia &ectlndr Contraclor. TBPI 40.0 .2G .24 111 CC((Iytllonc pruvldcq by the cunynmcm uu,nuruclurcr and dune 110 Ily W assumed for dllncnslwhul accuracy. DlmcndohU , - BO.00ft, Blc� Yt1cCi 0.0OfL, Mean 7t = 11'. BSft, = ric Fr ii L' ...i, if f; CSI 's1 FFIig111Pn:"design nc9umes that the top chord Is laterally mm 100 Classifi.mizicn = 1,'De d Load = 21.0 lef >6-7 17_0 .47 .r p4rcehl any environment that t:�pwlan,�, Fabricate, handle, Install and braco 1114 Irucs In �- TC Dead 14.0 a ' �` iZe b4i; Had 1:15 ••, �r+ 1 l IWTCA' 111 WPa1 rrluhA Council or America Stunda�d Design ISN woon TRUSSDS' BC Live . 0 Paf .47 - (11111.91) and 1111D-91 PP rIyG, adlrun r .dyf, M , WI►consbl 5371 � The American Forest BC Dead 7.0 of 8 i)eai gsl' 8pea' UBC -97 , and �• ,r ., - ? fii.� fa � TOTAL 14: I.y/240 7C: W240S.iis 13-7 i3 is W99s (1,11,1LP 111,11.1 rI ;2 . 2-.r•- o u _ ,13 74- l 5.5411 I (I -I-4 1.1.9-0 20-2-8 - _ 5 • �.�� _..1.00-� 1.5 3 1.5-3 _SSIC) I 3-M-6 QFpF MESS q��/yam 1 �_ 1-a-2 ��,• 1.0 -J -IS _ _ 2-6 51111' 9 =II -3-I ¢ Q 45982 7j a J N 1 k K12!31!02 Exp, �\P OF CNV\ � i ) HE TRUSS /+ CO. (CA)1wi IIS Y•..n.p:d Irr . r•..1..:,1,n1.11,, CO WV17 'w RA sl. y1.,Tt•5.0_ Vuralc.as '1'6.1.4 P. 6 7 10-1-4 TvUL;wal Syeteme Plates are 20 ga. unless i 1'1111(16 ga.j,.poeitioned per Joint Report. frame lates11;are� oeitioned as shown above NMN 'Rein( all notes on N(!s •s -heel and give a. lulgn Is for an bn4Mdual bulblbhg eonpWlcnl not int►r syctcln. h In u bcen b. 41rdwwo with die euirenl venlqu of Tf'I laid AIIVA design sandards. No r ed by the colnpwher{I Ifwhufacturer and/ar buHduhg dedgnor prior w fabricall I tutu or exceed thtl*111g lfnposed by dhu total bullding coda and the atjc Q by the roof or Ilppr ybwdhingvagd !St? bpltam r�ltord 4 laterally brace by hg.huwn Is for blte�Pl iuppon of ooihpnh)pnq IPCmbcnt only to reduce buckli alYe the mol►turc ePluqu of 94. wood to exceed l9R andlur caucc connector lance whah ale (h Ilrrwln; �taodardss ;LOIN'f PWrAll-8', by rAwwal, 'ANBIr 1"Illllri, 'IIANpI.INO INSTA1.1.1140 ANP 0KAC,INu MD'rA1• p1 A'r NARY BI II?I!'I by.TPI .'rhe Tress pk_ to In►111utc (ITT) 4 !'"led al 593 14' {µsoclahlwh (APPA) 4Iiicaled.pt 1111 19th Sireclr N1Vr SIG hsflf), WaShh11gla x i o_► -ate 20-2-x .118"(18 10/12/2000 iin by ga .) or Ll'plad plaL-es and false 8aale) x/3211.111 1'1 Of lit to Ilia &ectlndr Contraclor. TBPI 40.0 war p2601" 111 CC((Iytllonc pruvldcq by the cunynmcm uu,nuruclurcr and dune 110 Ily W assumed for dllncnslwhul accuracy. DlmcndohU CUk I BB Ct40"IF N-; are to be N'441111.4 designer much anccr ain that 1110 Icwdq utilized an this Dog= I SB SLC 10 FIER FFIig111Pn:"design nc9umes that the top chord Is laterally Q 4pti?Ih41� material directly attached, unicas olhetwbn gated: !8! P1h4 GamPo11lcal shall no{ be in TC Live 19, p pf r► ,1 5 Pa ., r $ } 1$� Q, 1? .r p4rcehl any environment that t:�pwlan,�, Fabricate, handle, Install and braco 1114 Irucs In �- TC Dead 14.0 a ' �` iZe b4i; Had 1:15 ••, �r+ 1 l IWTCA' 111 WPa1 rrluhA Council or America Stunda�d Design ISN woon TRUSSDS' BC Live . 0 Paf Oh Q; BPgoiP9 2- 0- 0 • - (11111.91) and 1111D-91 PP rIyG, adlrun r .dyf, M , WI►consbl 5371 � The American Forest BC Dead 7.0 of 8 i)eai gsl' 8pea' UBC -97 , and �• ,r ., - ? fii.� fa � TOTAL 14: I.y/240 7C: W240S.iis 110b NaMe. YRUETA Tr6ii I D;'I 5 Qty: I Drwg: C000286083-026 0* ; .41 5(, 1.73, 11-, 2wA BPF 365OF-1.5E Dr., platiiTf •gpeb i AMT/'MI - 1995 UPLIF11 REAMM (s) 2 E, -1.56 1. 56, 2/8 ML 195017-1.�E Wai 2-44 11F. MM Ilas MONN is 7TE CCmrC81rrE MI.I.Iff, or M4:pQrt 1 -74 a4lxwt 2 -82829 qu Vk I., I i Z48 ITL 195OP-1.5E 8-3 ii m E vi -i 1 ris FM FER Kilo imsovicH w r H1607. 1417� REQJIRDfNM dion are baLin-I cmw Cn the trusa material at eadi "- rim. This trues is cl!pigrjed ttaliV the UBC - 97 CkxU. 2 2 - 3 1 ;°., is -irp-d (b/ ctl-&xo) t:r, *U -.113T. Wt roll, IT se ITM-51. I -4E4 fcr 1.0 FGF rrn-crj-,wrtuj- Fir.11, BIcIg R-=163ecl = Yes aid Zale - rb 3 - 4 4-5 �Y ;!-..1 . 1. .' e zu-cl 31 IM lqU3.44 and 10.3.4.6. I 11 0 Line R No CattqLu c Ulm 80.00fL, Blcb%th - 4 OOfL, MmIn Ilofj-t: - 11,85ft, ME" . 100 '1,' 0asoificaticn. - 'Dead Li:&4 P 21.0 pef 6-7 il::- ---------- 1= CUM #1 EMIM LOM---------------- 7-8 '"; . 31 Dly L. PH L.Loo ' R.PU R.L= UvAlf, .:,.;; lic Vert 66.0 0- 0- 0 66'0 20- 2- 8 .58 9-1G .16 .4 171 8C veft 34.0 0- 0- 0 14.0 20- 2- 8 .00 -'rc lxi X ILM' ' HICE, f 16 215. 0 - 1 0 1- 4 .47 12-7 2-e mx I I ]-I 11:1,1(11 1'.1 L41955 it) I-- 1.1 0 " . , 1. ,, (,- 0 2 5-11 11- 2 5-11-2 4-2-2 4-2-2 5-11-2 1- 4 5-11-2 4 1., 1-i- 3- 6 111-14 14-3-6 20-2-8 5 -', C- 2 - 8 _121 a 1"-4 2 3 4 5 F 4.00 -4.00 3-6 1625// Y 6 7111 9 10 4:3-L-1 1-3_2-_..t5511-2 5-11-2 IW I.4 14-3-6 Trijawal 8YOteMs Plateu are 20 9 . Unless allOWIP by "1811(18 ga.) or "16 a'j"iPovitt PC Pgr Joint Ft eport, frame latesare`1 Bit nnAA �,.,-hown above,IPA -fA hh�ij In .1 not lrw.# byllesn' 11 luw been �5 Is dead all Pres un .lt?rs or in accordance wldl d,e ell r ri4iyl- I and APPA dcii�n ilandards.'Nq rl P u, rir. War Oulyinf'OUlgoer prior it, f4brl-14 IJHE TRUSS ve'd dalgu Yale 6 or ex by 0, cw,:;Ul d lhesalIF chard CO. (CA) braced , by the 'a-( or flpvr P 0 Ord 161�lcrally bmcl: by 13rdcws AfAvp is w La It i oy mfulbcis only to reduce buckle will e,tuse "to M06lure fm wood WAAf7 Accoiolanlca wilh if !u, c4qcd lo undlOr value v4,ruj,el6F I fu rdl, )01 T WrAll-8-,W,r,,,6w4i,'Al`4Sjj ResPaWtbillIkA, IIA lJN0 INATA 1.1 (1 1? IIIIAVIN(l METAI, NAT SUMMARY IMN."" byTPO, TI,5 - 6- V-,ru I w, 'P6.1.4 cir I - IAW .QfE5s/o,v .4e 4-4-2 Q,- TO -3- a: 0459B2 :)0 E 12/31/02 CW, 10/12/2000' 40,461 7/3211 TI qT (Iff 4vrecting (:ojitrj7c(qr, TPF 1 61.3 WO I I.. I 1 001 M prOY104 by 1119 collipoopt Iw4faclur;r pod pone 114,6164 for 411firnslainal accuracy. P[menslo;u; are a be 0* ; .41 ai 4" ' -, @� , �pr de6ignir mull 4scerwin that the loadlt.1 ullilied on 1144 .0 BB 9 #LC 10 04's oism4 that the lop Ch 0 F4 4. Laterally fnalorial 0, lroci ly 4 .liached, uIll salliclWwo,' noted. - 10; 9rallonclul 611411 not be P14cf,O 41 oily PoArop,mept that ' jr�ndlc, I and lrci lhk Iruil In TC Pawl I i "11.00flibri:41C. utl T I' • Wl>nus Cuuncil of AluerIN filMdard NsIgn BLive 0 Fog 0!0 aoina 21 0- 0 and 111111.91 The AjncrIcu)j?arv;iAnd PC D"d 7,0 pof v0stOR alPGQ 42-97 I , - .; TOTAL 4 0 0 P34 F-i4o; 14/240 M U240 ljob Name: YRUETA B°ulei l/111 P It TrUss''I D: I I Qty: 5 Drwg:ILvUUZU6Ut5J-UZ/ EFCj 1 1: S 1'& RFQ I It" 2.x4 SPF 1650E-1.EE plaftlr ; AMiMI - 1995 L01UT R`E,7C17CN(S,) `;" 1 -212 ..r," 1.5 11" 2:z.4 SPF 1650E-I.EE Hili 1 IF SILD 11113 is ME CIMCBM RES ETOF 141111171 LOAD Com. FLE I% tjoart a VIUCE 14 RI U V14 I L -.'j I Ot ICEIO REWJUf WIC111' 4160'/. 1EARIM RECP1RU4kM GY10141 are IXVAA 1111Y 11 -JO tjVAa is designed V10h7o tild IV P 41 1, 1, 1, 111, 1 W, 15- 41`1 1;�' I(q. w r 5 C.11 the true& nvJ:ez1zI1 zi-. :r1, LLC -97 Cbc6. 1-2 Blob a-clow&I - Yea, 0-4 zaile = 13-1 2-3 IlArri. -% TAne - MI D�p Cbta-4-ur LE i, I cla WIWI w 4UOOL, 10.66ft, Mr -H - 100 .4-5 MassificaLian = 1, Dead Load = 21.0 I)af VLB III,*): ::.I U11 1!;1 Lr 3 C 341-0 i 3-0-0, 3-0-0 6-0-0 4 .00 -4.00 4-4 THE TRUSS CO. (CA) y�IlI.,T: A, b51:11:1.1:: 1;; 71,5<0 V.Caion T6,1.4 4 Silw Es .JIAC45982 -JO Fxp. 12131/02 CN\\ - 6 341-0 1 3-0-0_i 3 -II -11 6-11-11 10/12/2000 ,I'C*11swa1 Systems Plates are 20 ga. linleau shown by 1118"(18 ga.) or ""Or. g40,-�pqqit*qrjecj,Per !Joint Report a and false Pq B°ulei l/111 P It ra me P1iEi;;N- arii�`v�ooi L toned as shown abovel Pett lot rQt IT/29Q IC; L�240 VARIVIN Read all qqlo:f ell 111tv siert wO 9 ve a (0 1,40 Brecting Coiltrfiefor, Tavl 1.2.7 WOQ2§0}- by'len), It Ifo bcf1i 4k4j, R111000 QVION OY III; ciumpoilcol IiAnnifavurer P94 Jong MAY'�i'atqurp APPA Oeblsii wandi, for d1mon jonal accuracy. Plmcqsjqt�oi to bg accorJaua WI-, Irq "Wpat Yat! CO of TPI 4 Ms.' NQ rfflg 1iriNd by ific .114 pre, I itf@iwrii, imllo, building 1c,Igoc,,,rI la1�1cio1q;;'Ifll p �10 OF418n, -""Po�ten .4 C1 -win iluot the loads tollIzed an ilds - r noto aucei o Or FAcce Rl� linfo bye dij �14 , jIqj "Icrolly f4 1will OuilOnIt coat; and 111f T004111"M441P-1410 I _1:010j" lop �ip by"Ji. roof or. the 'plo.q Pagnro BB #LC 9 VIUCE 4, T9 � — 7�" . j r. . ;;,j; 00 P44 vftl 04"Pto Oq10*4 jfrIpj 4IFFOly qpF�q, uplo lairmlly kntpe. by'#,o R Is for Wy - plot comp( ro only to reduce touppog j;qIhf& M "APO!, Of 041"PPInk Mcnibe )A.enj s�all not be 111; T TC Dead 3.4 11I.Wj;o6f W, 15- 41`1 1;�' I(q. w r 5 notolurp,cosw of tho wow IQ Oxcied 19% and/Or Withc cura wow" WO 010 (p) , I Z, by,ri, 4joulbIlIde . 4, 'IIANVD' IN= -, jova wrosit OF41 AN§jr1fF I-I-INPAND PPAC 0 'I (I META 111ATI We 7TROInn. 114bricula, 1141141C, Infiliall"Y110 Or4c; Ow Ir*$ In -1 1� WTr-A 11 WOWTroo council 4 4m;rIFo stwi4aro PeOgn M Nnf�rizn WC($n-,ruji�gtiu, .'to -.n '. '.1 , e PC Ltvc a ne..4 to .0 - 0- 0 $lipaoin 2 L-314 Ifuninno ('111), 14 lix;U104 ;it 383 P'Onorriq I #1 404 of 1114 *, I pdvc,,m4diinn,wkciji,imiji53719. Tim Amerlopm 11orfst and Ift Mrf,gi, r4w, 91C W). W40,819p,:Ap"W-41 TQTA� 40 1-o Pett lot rQt IT/29Q IC; L�240 job Name: YRUETA TBF1 34.0 Al nx::Qt 1 -651 11-;;T 312E REQ, 1) Jr- 2/.4 SPF 165OF-1.5E Clilc l BB lilt 3.50" 1.50" Er u4 SPF 1650E -1.5E 2 )C- i 4 1d1't 1.50" 1.50" V" ?..L4 IF STM j�I61RC6 Iltrricanle Cestui Iden - No Categrn - C! silo I.t 80.00ft, Bl(b Width 13 A W V.41I L3 PER IC BO ItF2EAMi I49 -(W 4160. 7C I' N ). 1-2 a�fr :.: 1. I r l I t: a .'..: i i I I I I i P++++++ 4 4 ++++ 1 1 11,11 I.J:rxlti LAscm in fees• FLP lc" cnl 2-399- ---I11AD CASE #1 IX•SIQQ LOAM ---------------- . 1. 1ce4a f4.8I• )7e distrilz3teci 3-4 IIiPIL &-�cil 4:1 V 173 !ally. Ch nulti-ply with 1•rarc u, lu a :1, nails into 1� I' l: t•. 1: d. c:;1 rrdn. the caxtvir�rT rrralh x, Fin urn r:Iurl 2ply. add nail c fron 5-6 "; is U.1.litiu-1i ply(s a7 rr belts if shop, m 6-7 :',! 1 ; % u- :ark U: -jer at1wav d detail (b/ at}rws) . 7-84++4 x ++ FF3i h!i:L w:.t :d:ie HIaL•' (;;1 2-6 I '3-6 :1 59`41 I!.Ilti !(.t.1C1 - .1•.141 t:,:.t ,., ..__._.. 2 3 5 , p 4 1 C P1 17eo -.AIBI/IPI - 1995 nils Ic31 IS 7FE M410311TE resu T bF 1LLII'lPIE.IAAD CMM. l&ji!II NEfii9 shorn axe )fuxal ci Y cit a tttatettia7. at carli Ia1 ,last kta prwJcli to rvrilcl Iu.11rN. l>r'dpdt'6I Is Y�llrt7cl U�f ct]'lrrw) to rl�w� Yo:aticsVi: 71 Jr Sri II'fIi-9.l,ar'd 2-FEW1 Nail w/10cl n 43114 je cd lead (I.Y.a-97 Sect. 1.2) in: '1141- 2/fL- BC- 2 ft Fil738- 2/fL- 7:6-12-1 9-4--4- I 7"6-12 16-11-0 1 , 7-1L1.1 2-rl.vs I 2 3 a; I(IsQU1RIrI) 4.00 363�Ifj 363# -4.00 2 LIPLIFT RFAMCN(S) 1 ' TBF1 34.0 Al nx::Qt 1 -651 W9i,jp2601 2 -651 Clilc l BB s truss is deaiSrl6d t uirU Un � totc.F er Name 1 LIJO-97 t]7dy. Dsgnr 1 BB Blc� AYxl Yea, EW 7ctte - No j�I61RC6 Iltrricanle Cestui Iden - No Categrn - C! silo I.t 80.00ft, Bl(b Width '•.; TC Liye - 40.0nft, tdsm 1rigFi - 11.49ft, KN - 100 i Z5 LflasaJ.fiMHol = 1, DWd Lrad . 21.0 pef TC Dead ---I11AD CASE #1 IX•SIQQ LOAM ---------------- Rqp ptbr And 1.00 DLP L.PI.f T -Tm R.PH R.Lm IIiPIL rfc Vert 66.0 0- 0- 0 66.0 a- 0- 0 .58 'IC Vert 3.60.2 8- 0- 0 160.2 8-11- 0 .58 'IC Vert 66.0 8-31- 0 66.0 36-3.1.- 0 .58 BC Vext 34.0 0- 0- 0 34.0 36-11- 0 .00 '!,2... IW X.Icu T.I,PIT, 10. Rati.or L✓240 712: L✓240 IC VVL t 2119.0 8-• (1- 0 1.00 7C Vert- 354.0 8- 0- 0 .00 is VI rl: 209.0 8-1.1- 0 3..00 'I C' Volt 154.0 8-11.- 0 .00 5 6 7 7_6-12._1 7.6-12 a '7 -a -4-_t I6-11-1) TrLiewa'1 Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "N"(16 ga.),.positioried per Joint Report. Circlecj plates and false game »latee"are positioned as shown above A 33►ttA7 I`ii [- "rnl. dnlgn 4 (ora I Will* In a"wrd'ulce with the gtfn THE TRUSS "erflicd by the wmyunegt r design tach or cu"d 4'l, .� CO. (CA)1ACCO brrci of Owe is if r o - Orrcliiy shuwv V fur wkral N,�P'Tp5.U.V.j:ul-, 1lrWA1. •.n st 1:1' will r tWe Owe mublurc cop! 3141,.11.1..,1 I., , r .l .:.a.;;,.d,, ru boy» rd dee whh the fullaWL 14ci lbllllka, 'IIANDI. SljmkARY 8111:1:"1'•by'r T6.1.4 Paoer A -Ind.... re n-1 au"Potes on this Oeet and give a Ildbig t ompmenl nut trip A $Yslem. 11 h:u been b: 110iti of TPI and -APPA design twndards. No r. raure►and/or building deslgner prior to (abrlca0i Imposed by the Itrc{O building code anQ thepath: bng ariQ tine b6114111eltnrd It laterally btdced by n of componenjp metnbert only to rcduco buc)oi Oto wood to exceed 19% andlor "use conncchar Wards 'IOIN'F mrrAIIA', by Truswal, 'ANSIt NBTALI'INr7 AND IIµAI(AN(l Ml:'I'AI. I'I.A'1' ic Trot P61c hglhutc fl'I't) h I'Valcd at 30 II' a at,I l ll Im.41mel, Nw, Ste pin, waihinalo QOfESSt0 ESsq 'lltn c G 459B2 p J exp.• 12131102 CN��- . No 10/12/2000 Soalat 7(324 . 11 1) the /heeling Contractor; TBF1 34.0 W9i,jp2601 lont provided by the cumponcnt nnanufacmrer and dote sumcd for dlmcnelolwl accuracy. Ulmcntlont ure In be Clilc l BB � totc.F er Name 1 14ctlgner mull ascertain dial the luadt utlllzc4 on tills Dsgnr 1 BB #LC . 9 j�I61RC6 .c Tho 1lwign tupolnes Owl the lop chorQ h1 lat4mlly ,'- 11N14I1?I directly tillnchcd,' w1cer olherwbe noted, '•.; TC Liye 19,b'PQP)�siap;" i Z5 oomponcnl slwall not be pLwcctl Ill July environment Owt Itandlo, Intwll and brace This trial In TC Dead 14.0 pqf Rqp ptbr And 1.00 �11pbrlcisic, w�l "frust Purmcil of Anicrlw Swndrlyd Design BC Live 19 ?PR Di0r6ps4a}n� '; a3- 0- 0 I WrIOD'I'HUYtil18' (11111.91) and '11111-91 Nlidilunr Wkcumbn 53719. The Anterlr;un Pored anti BC Dead - 7.0 pof Desigq Spec UBC -97 tisa:.:. awes::..... - ... ......,,�.y . TOTAT, 4`" 10. Rati.or L✓240 712: L✓240 0 ob Name: YRUETA Q/ 12/2000. Truis'• '. I D I : K2 Q1 Air, or. SIZE REQ I ri 1 6 1 L4'� 3.50" 1 .561, jr- Ir SPF 1650F-I.EE 2K4 SPF 1650E-I.EE 4 1995 • 2 2 3-E.6" 1.50" %-&B 2KA FIF SM Cr 'IC I, I-, l" !t t, C" I EI WC 1-111- V -S PER ICED FEMUKH Id MO. fc2r IG P9F rlon-clayxaxert Llal,, [U=- ME MAD MSEB.- E= REaMMIWM shon are lxr�-d r1qy 1-2 1 - PV�;� 19, truss nutexial at C-ZrAl 2_' 2-3 -17 7 Rep Nbr Had 1.15 I W444'Tru. 64 Council of America 41andard Design qgVTPD W00PTR(J'§SI3?Si- - (11111-91) and 1111B-91 PrjYfj Be .0 - BC D**oacl 7.0 f IC Madisont'WiscunsiII53719. The AmericapPoreslAnd " UBC -97 4-5 4 AS, '5-6 111-; V' 4s, 9YWA T. Daft Mitio: L/240 qri T./')dn 2-5 MX I 131 t.j.'j f..' I I i LP -I 2 .3 t 11 0 THE TRUSS 115=11� CO. (CA) TIP 16-11-0 2 3 -4.001 4-4 13 1 uRaw a4lxwt 1 -414# v3xxt 2 -414# 7his 97 Fruss is claeigred ueliV the LDC-Clocle. BLIcb aracsed = YeP, " Z:tie -Pio ra*W � r�� No '%ffgo��-uC BIVIaoof'BltOf,plary-igi-L = 31.57ft, MW . loo Cla ifloaticirl, = 1, Dead Load - 21.0 pof 4 S 8-5-8 6 Truawal Systems Plates are 20 ga. illijess filljo a p ,oaitionecj per Joint Repor tame later,re fisitio rid as shown above "t W MINC i - IPIP Is for an 1440?ead 411 fle 6 Pp N4 wid Md4 givol a b*4-6'v PP I not Iniso lyllicirl. 11 has b;cp P'"lc* with the 6siff0litvOrAIMM 61' Tri WAM APPA design Mndards.' 149 je4pq :4 by the col"Pun" MAmItacturcr and/or building designer prior to fabricall Jppaw;i by jbq 1*1 b4 and lzpalFv.Yi ft boiligg cho'Fd is,lai I "bjthc'r'0x0cfccd (Ltto'r 4- qbg I . llq4t� cod 18'�shown is for liti6j support of ampplIelti' ' , chord — �rj ly braced by p aus: the moist .. �m.fMbersaiilyturedUcebucki�igle ore �0�,Pf ft wood 90 exceed 14% and/or cause cululeel W;)A-c with the 10110 i4blIN-, 'IfANDIJNQINSTALUNqANI)6RACINONIE"rAi,Pi.A'top�I 4AkY SI 11311"1" by TPI ,",�77hc I'n6q P . "Milli. IA17PA% I. 1;;:...-A ...... la! -0 iliili"� rrol) is located ul 50 P'Onoi C•45982 (21311lo2 C N OF CN\2� I by "18(18 Q/ 12/2000. 34.) or 0194 Plates and false 8aslat 7134R - 11 Vv 9, #Wgrecting Confraclor, •pyi 000,00Ywo NO, 30.0 wq!,-q;fiqi by lho compoilcal manufacturer and ac�c IY Cbkl'�JIB siumed (or dimensional accuracy. Dimensions are to b I be F 0,4114106 elgr'ci M4.1 Ascertain lull lilt loads utilized pA this Dagnri BB #rc 10 M"r Name I , N00-Itm 441811'PINITIC4114a., the top 0 lilgolly-�I� rccI y attached, unlc�s erwis "I - ?- PM.1crialiii-I. Ilho Poled. helht PV�;� 19, P4repm,one., Aall not be placed ill ally clivirot TP.01.09,,, laswll prid brace fila ninent that . �IWWA: rT TC Dead 14,0 puf Rep Nbr Had 1.15 I W444'Tru. 64 Council of America 41andard Design qgVTPD W00PTR(J'§SI3?Si- - (11111-91) and 1111B-91 PrjYfj Be .0 - BC D**oacl 7.0 f 0 - 0 Deajg3j'*$pe0 Madisont'WiscunsiII53719. The AmericapPoreslAnd " UBC -97 gft� , �*' 4- - - . - — 11. 11-.-4w. .. I 9YWA T. Daft Mitio: L/240 qri T./')dn Dob Name. YRUETA 10/12/2000 ByatePlatrau are 209a. %,,-jj.tzufj E;ijowp bya y:;. I or "I,, niks 1.6 ga. oned per Joint Report. . ) — poeiti pled and false Bo4lei 7/3211 - 11 Truss ID; K3 Qty: 11 Drwg:C:000286083�030 4RNINa•t —Oiad dft n014 pis 1*/i/`v S'lle"ef and give (I p, V for lul IWIVIAW1 bullsiJIN,van . iptiqO111 po; inm bpolcip. 11 1pi; been Om 401 Of �l to Me r1recang Contractor. To Pei Fa0a.4 Pr9yldc4 OY 1110 c9l"poncul manufacturer done 241 WOI 93601 pi Al 131/`J`P1 - 1995 UELTFT S 2 prim farlwilon.,, 1�c 041111ing Ouslilincr Inuslusuciujin iluil the 1jujim uIllizcj I snoci or ou"4'sho krAdIng Impaii:4 by die lw� bullabili code End ilio 1 P,11,4 . r pliplIc,00, � The J01150 u8swines lhal llic lop cbor4 W 1-41 on 0 by Ow roof or flwjJhe40j4: 1; 4 Oiprd 14 L-41emlly br�c ;rally c by -dimeily'alt;ielied, 24-1 ax -1 SEF 1650E-I.!2E IF Sim 71 IES - %FTAl ME Cr.74KI317C RLI -A 1W CC tim 1= CASES. psi 1 39 2 :6831 W2 11ME 241 1131 SW L65017 -1.!Z ICEO 1&-�f REKI(l' HWY/. -jowi, art: 1"jc�cl adw I '1111 4w dwignod iialjfj Un &97 2-3 .0 pqf 2- O� 0 NARY stim. TO 6 located ai - (1110-91) an4 -91 sal p Q d Madison Wisconsin - 1 109 00 P&rf pconsin 51719. The Aincricail Pqraql and lrccll t!w, Sic 800.'Was!)�Fjpp -pp 01 Ixade4 fcr 10 PSF rcr1-cx:jrj11rL2j- firli... apd.. 81c1g Err-1caecl - Yes, -4 nZ"w - 14D 411.0 �;f Dgi wi W; L/240 TOTAL W�40 10— =0 Blcj351. ii,"Ooof�,,Vlc -S 0 ft, 145-M it 11.57ft, MM 100 I= 5-C cf] a—i fic 1, n2ad Load 21. 0 p3f Oli 2-S 2 16-11-0 2 3 4.00 -4.001 4-4 I I -T -HE TRUSS CO. (CA) 2-0-o 6 MA -1I H-5-8 I . ESSIO 3-9-8 SHIP :CO -3- AgP82 0. CN\- 10/12/2000 ByatePlatrau are 209a. %,,-jj.tzufj E;ijowp bya y:;. I or "I,, niks 1.6 ga. oned per Joint Report. . ) — poeiti pled and false Bo4lei 7/3211 - 11 frame n1aten . plates ,?are `Positioned as shown abo�,e. Slfff 4RNINa•t —Oiad dft n014 pis 1*/i/`v S'lle"ef and give (I p, V for lul IWIVIAW1 bullsiJIN,van . iptiqO111 po; inm bpolcip. 11 1pi; been Om 401 Of �l to Me r1recang Contractor. To Pei Fa0a.4 Pr9yldc4 OY 1110 c9l"poncul manufacturer done TpFi 30.7 WOI 93601 Mr veldt and design nod Ib Illy Wi4unicil for alincowl, lons tire to be 4 by the vojnporic�s rilintifaii4rir und/or bolldly'dalsocr prim farlwilon.,, 1�c 041111ing Ouslilincr Inuslusuciujin iluil the 1jujim uIllizcj I snoci or ou"4'sho krAdIng Impaii:4 by die lw� bullabili code End ilio 1 P,11,4 . r pliplIc,00, � The J01150 u8swines lhal llic lop cbor4 W 1-41 on 0 by Ow roof or flwjJhe40j4: 1; 4 Oiprd 14 L-41emlly br�c ;rally c by -dimeily'alt;ielied, Dagurs BB JILC 13 '�TC G1v 191 Q 0010 ihelhlilg pialirlal 11111961 ollierwbic'noled. drown Is for lat;ml 6�k a of OpippoOp.4 mcnibirs,only 10 rcdu�c buckling'If pplb�'Jjis c6nipajigni shall be hi'any piij placed pivironuipt'llial awe die rno4iurc �Pnlinf of thic wood 1c; exceed c�msc cumj�ci�r'pwilf corrosion; *11abrIcatc, ii�andlc limallandlinuccililal rt4lop: 41" w11J1 she following standir4a. 'JOINT pp-rAll-S', by'rnaw4l rus4 In N jWj'rA I' - W �,olulcll TC Dead 14,0 Pat BC Live Nbr Bald' 1.15 Ole, Opa ima skilbilill", '11AND14WINSTApi T"S of America Sjqclard Pulp rr, lo hipul. III -AT# PqrWWO014TRUSSIRS' 'IIIc .0 pqf 2- O� 0 NARY stim. TO 6 located ai - (1110-91) an4 -91 sal p Q d Madison Wisconsin - 1 109 00 P&rf pconsin 51719. The Aincricail Pqraql and lrccll t!w, Sic 800.'Was!)�Fjpp -pp 01 BC Dead 7,0 P., 9 PBqrq7 411.0 �;f Dgi wi W; L/240 TOTAL W�40 job Maine: YRUETA W01 91601 Truss ID: L1 2 Drw ; 86083-03 1 is-lif: ii:7,'1' ,ITE t, 1 I "! i •, t ; i . 143Q*b SG" 1 . SU" 7C '--A SPF 1650F -1.5E B^ 2 c4 SPF 1650F -1.5E P7r` v' AFflI/'IPI - ].995 r UPUFT IFEAMCN(S) 't 4l TC Vivo 7" 2 i'i 1 a I i ;, 1. �4" 1 .50" 1431 2X4 I SILO F 7F 79 7W cr74FMrIE WSLT CC 147=07 LM CASES. a4j3=t 1 _66 611 8C Live , 0, psE 0. C. 1- 0- 0 WORhTRIMSES' - (11111.91) end 11110.91 udieun Wlocuneln S:i719. Tho American Itorcol nud ]3C Dead •---• 1l.XIL' Vh1119 1TTt T®0 { fIElC17r II16fI/. L�gRI MWIR0 M ctlx3mi aro 1cuxad CIu.Y �t;x>rt 2 666�I This tritea ie de,�igtlari uuirU Ula TOTAI, 40,0.pa1- � }� p�� t7a.Sw- 0W?4o 7C; I4ao . , , , + + + + + + + + + .t} e + + + r 1 i:.+Lutan sl'aw1 is for ELF ]rn� all. on k) tm"' �tuterial "L• ercl, I ::rirU• I'aalflage m'ru^�� be Lo x1 97 Oxia. 3-4 ,,, : 2r; C.t.i,:t7 L-raLet.} 1CBlj9 1'T.I3I' }70 C116t1�)]1L'et.l t0 e�,cl i,ly «3,ally. a1 rnQt1-plywlrh }la rcu, pro✓i4.l uwid `<rcllrCt• I tt�r�{7t ♦R dCl1U Ia rug11.rt� (I'rj c�I-11e1"u) �:o �1ir IIIU-9l �u,:3 L�•� �1 Blc j Etx�l.a�ad Yes, 0-d Tan Tb IILLYi.Cw7O/CX•19i17 I.i.Pa . FI] Dv C`dLeS�LL C: Lle I gill 9o,00ft, ali}I W1dU1 VII: W. t: 1. :_,. Ile, t:ii tie i' rei.lu min. into the mar rr. f L•cr ncso glia,; z ad9 fan �Yetakim/ 19I 1-1995; 10.3 4.5 ar.i 10.3.9.6'. onrrci'�rr Mesal r IwJyld.. 11.49fL, MEII . 3.00 ply, nail e i-Utica•el ply(a crbolts if sloan, ac / z-1?iHl i ii WAW C[I4 14, aL-�-.e�jucxl (111:13-97 Sect. ]2) in: 7C- 2 fl rC- 2 ft VEa'J- 2/fL / / Cnasaifi.eaL-icn = 1 Dead I�ad o 21.0 xaf i 6-7 -c1•: ::t 1i 32 4=-e arrf d}tr a�vrr3 dEtall 0,, d] -ins). ----------LM CASE Ll EMIGI 10ADEl -- 7-E ,ci -1 l : . iu , + , i , , , + + + + + + + + + + + + + + + L1ir I,. P7. Inc R.P R.I= TC Vet 66.0 0- 0- 0 66.0 8- 0= • Q I1a011, -- .58 11, FUZE' r:,i 'IC Vert ]60.2 8- 0- 0 160.2 9- 3- 0 .58 2-6 t r • 7 17.1 61 'IC W21: 66.0 9- 3- 0 66.0 17- 3- 0 .58 2-7 i CY' VC1.L 3.7.0 0- 0- 0 34.0 17- 3- 0 .00 1 'lira... fix, X.r uw WIT, 'IL'Zt 209.0 8- 0- 0 1,00 1, 99 llt I.11•Ij -,IC V,,t 151.0 8- 0- 0 ,00 v - •'!r I . 1 r r V a:t 209.0 9- 3- 0 1.00 IC vW.I: 154.0 9-- 3- 0 .00 .Y 2 3 i 1 4 7-6-1,L-,2-1-8 _-I '1_6_1_2__1 7-6-12 9-8-4 17-3-0 2-1'I.l'ti 1 1 3 4 a.00 363# " 363# 4.00 e -i- _ 17_i_II 1- '-„-'moi 5 6 7 g -5_II_� 2--3-4 I 7.612 i 7-5-0 9-8-4 17-3-0 Tfl1u'.,al SyeL-eme Platt, ae:e iii ia'11 uu L;hown by "18" (1.8 9a. ) ur 1111"(16 940, Positioned per JoinL ReporL. Cjicle4 plaL-es and false tame pl.atesllare+noeiti-,4 IFy^jtltvs4vLfOffar/alroplesoil N4sliget (111(/ give This gesi��Q bfor an b yWigf bul�dbKecpmperllonl uut in"It +mein• II Inttl Sect H aeCpral+tua wUh tho 6!Irrap venlow'otf�pl an4 ANI'A design randardi: Nr THE TRUSS verified by the eomprrrielp ttwnofactufar 0041gr building designer prior w fabric d0�! Meet or execed 14 lmdWS Impauq by rhe Irrc:1I b obIlI g rude sad nc� p: CO. CA b(aeep by the rwlf or QP°f r � bgilynl Ogrd b laterally braced .14 shown b for 4te�sr194PAA of CompoOcuy rgemberc only to reduce bur �p ,tu'1.t •: ".I r:r.rs will �zuse dre mahrure COFI i tl of qty wood to exwed 19% and/or caacc colam u,.. r..r.:,,.,r„t., cu &mn 4�Qor4a+trc with 911 fol1iw&jalandlyds; 140INT 1119TA11,8', by'I'rww•ul.'AN Raparaibill,leo, 'IIANp1,IN01NSTALUN0 AND hlfACIN(M11'rAl.111., 811M MARY x11111!'1" by,'rPC .7u ,rrws Plate Inaliule (l'I'1) 61 hwntcd al Sts3 7y.S.(s Vorulvu '!'6.1,4 Ipycr:A►+rlolatb4l(APNA)�"iggledal11111%11,Slrpct,NW 41coill ai!�h41 Q�pF ESS1pNA�� OFAL 3-7 ,,�. M ESsq 21131 SIM, ¢ n59B2 /2131102 J* _CN\N E OF CA 10112/2000 Bogle$ 7/4;n . 11 Ilse lsreclilig Cofllracior, TBF1 34.7 W01 91601 I1 prgyWeq by the colnpwtem tlbvtufaclurfr 4ttd dwto Infd for plmerMI011al Occuracy, Rimenwlonx are to be �FraMx Nilgto t ,k , Icolggcr Ai4i aoceruln dlat rhe loads utillzed an Nilo Dagrlr 1 BB $1,0 . 9 ,. FTERCD ' Thf 451184 u8o4mw tlud the lop FI1or11 k lalopil algrMl pircelly ollaehfd, 4111(11 plhorwho noted, , 4l TC Vivo 7" 19 I q" $� g �•H '' F' i *e Gv; r 1 P.1 t '; mpppnenl h4111161 pc placed 14 any environment Owl 'a�Irlcate, hai16, Inow11 TC Dead 14,6 pa } Rte,) s' Bud 1, 0 and brace thll ttuyIt In Wggq Trico Cquncll of America Stand4rd Deolgn 8C Live , 0, psE 0. C. 1- 0- 0 WORhTRIMSES' - (11111.91) end 11110.91 udieun Wlocuneln S:i719. Tho American Itorcol nud ]3C Dead •---• 70 pot De/igw Bpeo UBO -97 TOTAI, 40,0.pa1- � }� p�� t7a.Sw- 0W?4o 7C; I4ao o,IE m RY m AD -rr r• -d y ; rm m a i.Z.nar-v y.' --D`. .'77R7 n a. fi. W -Lo 1Gt v :OE 7J j oft; p Rm = R" ,Q11 +• E ZIM T L L e .L Lam' LI OD j •J -L o n.$ '. n'. d 0 AZ •7--G Dn 'j baa'.. O ' O O J .0 •b Os Oto+O 9 ro: ro od ro •c m a Am :m ro ro ye -ro ro o ID is T1 f' x u, Io .o +p, J t l: -rl o r a %y - o in. - A. a x REGIST\ LklRj I X Z 9 3 p n b, N tJ a d .. t W I 1i t a C _ .-. %A o,IE m RY m AD -rr r• -d y ; rm m a i.Z.nar-v y.' --D`. .'77R7 n a. fi. W -Lo 1Gt v :OE 7J j oft; p Rm = R" ,Q11 +• E ZIM T L L e .L Lam' LI OD j •J -L o n.$ '. n'. d 0 AZ •7--G Dn 'j baa'.. O ' O O J .0 •b Os Oto+O 9 ro: ro od ro •c m a Am :m ro ro ye -ro ro o ID is T1 f' x u, Io .o +p, J t l: -rl o r a %y - o in. - A. a x REGIST\ LklRj I X Z 9 3 p n b, N tJ a d .. t W I Job Name: YRUETA WO I I I 601 wined for djuncpsiorialoccorwq, Dil"ermiuliq pro 10 be ER! 'IC 2:A SW 1650E -I.%' 2 FUR I; 1Udc41I;n aiqumeq that the top chord Is laterilli a>A SPF 1650E-I.!E pipler4il illrecily ajt;,iehoj, 11 .111cal ollicrWI&C Illilod. TC Live 2;,A IT SRI) 8-2 P'llipuncill Stiall pill be plavoij Ili allj opvlrp.iunvm dull 1 14brIc ' Jim pdlc, 11141iill and biucii IIIW Ijujil In 1. its, 14-0 IP ;t/11 ull lot [IF Sitz) luo remuSjf IEI(1?1. IlIbUt. BO Live I 10 ilm; ( , at Akatua 0- 0 WOOPTHOSSIN. - (11111-9 1) ;w)d '11111-91 - 14040, Wocuu4in 53719. '1' The Arnpriciii Ppr BC Dead 7.0 ppf , PPO!�U, PP9q MC -97 0 , . .1 3-4 1 6-7 21 7-6 ii :l5 .40 VEDtd-ie FU4L• 7-2 i 545 3-7 P - . J. FrOU'. 10: U Qty: AMI/'IPI - 1995 71118. Wig) ME CrmFmlr[E lk�lir CT CAM. URI ffS 0 -t3,4 -i arc liner! ricy cal tram nial: al zj- :,rjj I—r-jill. rZ404 fclr 10 VSF r"i-cxiiiiciuc ull". 1 4 ti -74 7-8-14 6-6-6 ,2 i 4 6-7.4 1 14-4-2 3 20-10-8 4 14 .1 4- 8-7-H 5 2 3 4 6 5 LTHE TRUSS wC14- CO. (CA W J.'Orl x4.00 -4.001 S -H 6 Drwg: CO -00286083--( UPLTFT HEAMCWSP,'; ' 04VCrt 1 -310 OL=2 a I#$ cleated twlrrJ Un LIJO-97 Clacla. Bldj 9-=1cae:4 - Yea, rAxi ax -mi . Na Huricem/9C.-A-1 Lim - mC t3lcb TArGul - 80.00ft, 11'1�u 114aj• 4uoft, P15WI root 1kaj4t: - 11.60fiz, ml - 3.00 Czar ificalzim - 1, Daad LLad - 21.0 pof 14-5-1) 6 111 6-7-4 78 9 6-8-12 6-7-4 13-4-(1. _ Truavi.1 Systems Plates are 20 ga. unless phowri ;jV(16 9a.)., riosit4oned per Joint: . . by 1,18 (18 Sa.) or 416% Raporl:.' C�f*.le4 Plates and falue PlaLes Are �130aitianed as shown abnv. P Thu &4180 IN for an 414W In W;CllidAOOO WIQI Ile, C:WIT, mil C4 W14. WTP" r 4qIP,mW at oxcfcd 5Kt biaa4 by the root or flo-r .9 lim:4 Alown 6 for 61jAl WW C". IN moUloor egnl "Ordilln,14 W1111 Owl; fulluill kiliplaWbilill-., 'IIANPI, SUA4MAIty 6J11111'p- by_Tj oil 11114,favell anal give u"I nol Irujj IYAJOID. 11 tuig bee and APPA 441lin bwtLrdi. N P148 0418"er prior 10 fabric llf'19cfil Oullding code and the , p Villom Ford Is laterally braced FPO friF16cri, only 11) rejovi: Owl 4660 0 W10for "I'llic vullne*( I- P11 AIPP; by'I'lilkwul, 'Ap I Atqlj IIRACIN(j NWTAL 1-1. ! flj#ljlu� (rel) 4* 1Pc.'Ii:d;a SO ft'L #. §w9m. M4W Il 7-6- i111 -N 8 IF, 0 8--1 01111 ............. .ME C13 car: (345982 12131102 C 10/12/9000 004101 713211 ! f1fol PrIfIVIF1119 COnfraclor, wn# Provided by 1110 component iluinufaclurcr wild done TBF; 48.0 Cbk WO I I I 601 wined for djuncpsiorialoccorwq, Dil"ermiuliq pro 10 be qF4190cr Mull PA.Muio that the lu.adq utilized an Wit Dogurt BB I #LC 10 FUR I; 1Udc41I;n aiqumeq that the top chord Is laterilli pipler4il illrecily ajt;,iehoj, 11 .111cal ollicrWI&C Illilod. TC Live 19,0 07 P-1 25. P'llipuncill Stiall pill be plavoij Ili allj opvlrp.iunvm dull 1 14brIc ' Jim pdlc, 11141iill and biucii IIIW Ijujil In TO Volga 14-0 IP Re ills I' I Wilod'ITUN4,4711"llell 1) AincrIcu Slioulard Poillill) BO Live I 10 ilm; ( , at Akatua 0- 0 WOOPTHOSSIN. - (11111-9 1) ;w)d '11111-91 - 14040, Wocuu4in 53719. '1' The Arnpriciii Ppr BC Dead 7.0 ppf , PPO!�U, PP9q MC -97 0 , . .1 Job Name: YURETA Truss ID: L3A Qty: 11 Drw : C000342153-002 86ic x-t,OC REACT $IZE REQ'D ; TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 409 3.50" , I.so��, z 3-11- 4 z61 3. 50" 1. 50" BC 2x4 •SPF 1650E -1.5E WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. support 2 -89# This truss is designed using the Tc FORCE ARI, BND C3I' PLATE VALUES PER ICBG RESEARCH REPORT #1607. BEARING REQUIREMENTS shown are based ONLY UBC -97 Code. 1-2 451 0.06 0.12 0. i9 End verticals designed for axial loads only. on the truss material at each bearing. Bldg Enclosed = Yes, End Zone = Yes Axl acro csI End verticals that are extended above or + + + + + + + + + + + + + + + + + + + + + + Hurricane/Ocean Line = No Exp Categorryy = C ec FORCE 3-4 816 0.00 0.14 0.14 below the truss profile (if any) may require additional design consideration (by others) Designed for 200 PLF drag load applied evenly along the top chord to the chord Bldg Length = 80.00ft, Bldg th = 4 .00ft, Mean roof height = 10.69ft, MPH = 70 WEB FORCE csI WEB FORCE CSI for lateral forces due to wind or seismic @ ea. bearing unless noted) concurrently loads. b.F. = 1 Classification = 4, Dead Load = 21.0 psf 2-4 -zoo 0.04 loads on the building. with dead + D /o live .33 . 37.0 psf DEFL RATIO: U240 TC: U240 Horiz. reaction = 0.8 K lbs. ea. bearing. MAX DEFLECTION (si an ) IVE) U999 IN MEM 3-4 VE),, Connection (b others) must transfer equal load to each ply (or add-on shown. L=-0.01" D= -0.01"T=-0.03" ++++++++++++++++++++++ Joint Locations 1 0- 0- 0 3 0- 0- 0 2 4- 1- 0 4 4- 1- 0 44-1-0 4-1-0 4� 00 Concorde Consulting Group (Consult, g Engineers) ETIN"o exceptions aken ❑ Proceed with corrections as indicated ❑ Not accepted! ease make changes and resubmit for review 0-3-15 By; ikDate: Concorde Consulting Group's review relieve vendor of responsibility for or or errors Concorde Consuidng Group does not authorize changes in purchase order value or schedule TRUSWAL f== SYSTEMS 4445 Northpark Dr. Colo Springs, CO 80907 TRUSPLUS 6.0 VER: T6.2.0 2-6 Truswal Systems Plates are 20 ga. unless shown by "18"(18 a.)or "H"(16 a.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. 1.5-3 1-8.4 2-4-0 SHI J WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimen- sions are to be verged by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 4-1-0 4-1-0 12/7/2000 Scale: 27132" = V TBF: 9.3 WT: 12# W0: Q2601 Chk: SB Customer Name: Dsgnr: SB #LC = 13 ANDREW PIERCE TC Live 16.0 psf DurFacs L=1.25 P=1.25 TC Dead 14.0 psf Rep Mbr Bnd 1.15 BC Live 0.0 psf O.C.Spacing 2- 0- 0 BC Dead 7.0 psf Design Spec UBC -97 TOTAL 37.0 psf DEFL RATIO: U240 TC: U240 lob Name; YRUETA - Triiii.ID; L4 : 6 Drw 40 ;: ,;,' 'I liL%1: IU1'I: :.GG" 1 .51." IC :cx{ 8FF 1650F'-1.!iL fi, 2M SPF' 1650F -1.!M Platy deo4 A[�I/'IY'f - 7555 llds lllidFT 1�ACIIQI(9) t 2 14 b.!:r," 1 .'i6" , {1E]i 271A MF MM M1 [�IQj 3 CL19FU317G R115a4' (T aq*art 3. -183# FllIIL' VF11L3 IFR'ICBG Al i fff1C711' j176G%. E-,9 Vu Licalu designed fix• lo", 1.114rl" I= CASM. �III3 sFnaw aru irax.I QJIY �rte,ial. at.)tl'l�t 2 -3.4011 If.RT'� ( Itl?/YTICN(9) 1 e .. :, :•1 ad:.l u',lY• Fd v._,I:ic:.lu flat are Wttrd2l aXJA:. ca 4{ cd: Gat!', l�:,t:i,il. Ili lwi"Ui� 1!u$ iP ti ir--1- 014 xwt 1 34944 2 11911 Iulc:w I:IC t'n,su profile (if aryl nuy Yeyllr= CI3C Q7Lie' 1 uq_p=t I.. J,,. 1:11 � 11iL,rru1 clif lgn ocmidezatior, ()yj ct)�) Elle = F)r3-9fca LrJ..ual farorsr dae t:o wird tx rx:irn,Iclr,i lyra, u, IJc tl.dldiry. [b {{� u1.a:yy' - C 111th 80.00fL, H'Ic?y IficY ', = 4U.00iEt, 2-4 I ,•:;_ :., 2 4 /: ;_ I„:.> t:;I r•1�r lreiglt = l.l..00ft, hint = 1.00 Claeaificatim = 1, [Y�r1 Lund = 21.0 psE gJ( 11.}'1 c,',',• I. i.,�_--.r , ./55-> ]li Mill i1.['dcl 3 (, 2 11- o 2-3.12 r 4.00 5-I I -N_. -,i 5-11-8 ,C, 2 2-3-12 2-11-8 511111 241-.1)--- I — _.._ ... _. 4 STUB TrUSWal Systeme Plates are 2U ga. unless shown 13Y! "18"(18 ga.) or 5-11-8 1'H"116 gga.),,poeitioned per Joint Report. C*;o1ed plates and Ealou _ frame latesaare oefti.oned as uwown above. It' ad THE TRUSS CO. (CA) Y - TpS.G-varulw. '1'ti.1.4 10/12/2000 8oa1e1�9/16a 11 e p l notes Olt !/11.1 •N1eel lull gyo a fp rR//` ./o Nle l;reCl�llg G'urllrflCloP, IhL dalIyy�,l V for an L10Mdiu,) bWlding cumpunei,l nut taut byhIcIn. It has been b ue�lppaelActlilmv by ilio Taft 3.2. o Wo( p$tiol _ provided compunclu uwnuracturcr unit done LI acctirlL,,,ce will' Ole current ironlau of"I'M told Alq'A detlgn Wandardii• No rcip;gplb lily N assumed fur dlmclulutwl accuracy. Dllnclixluna arc Iu be verifletl by the uunpurlyll Irlapufueturer a,td/or bulldbl duilsncr prior to rabrlcglltatt i�,111p ¢y!IpIP� !ka)ggser (a!pJI alcerl lb1 tlwt the luadu utlllee(I an Ihb ' dniga roto or exceed d10; IappbtgImpaud by Hie 1oca�buligfng code and the paticyl�p,AAPIIcglltul,; l Qraign ' Chk I Se Can tcapwr Name i Dggnr t SH RLC e 9 YI9R '(.8i ,The acauinea IIi,I Ole top Ohord la laterally braced by die rout or flooi'headling'tuid the bWlomdiurd b la,crally braced by A �81A Ihfathing Irtalerlal directly atucbcd, unlue othcrwlre noted. .toeing chows b for lateral support of comp1xupli only Iu bucklbig TC Live 19 , 0' $aP ` Ai}re{1dp ` h•1, ZS P.1, $5 meinbors reduce Ieltglhr, fhlr emnpuncnl a!wll nal by pLaccd ill envlrunment Owl Ivll1 pipe the mubWrc Caallcpl of 1ho wotid Nt o{oeod IY96 rod/ur c:,wc cunneetar Ptitl>?'cp 1`01110-i 1'Abr1c;Iloi Itandlo, Wall and brace this truss In itccujaance whit Ilia fol! /rlanda dn,!f91N'f1?R'fAll d', by'I'nixwld, 'ANA(/TP1 TC Dead 14.0 qP R, 15 > 1. 80 hive otlP Oigr 1l"(WMA 1' • Wnnd rues Counull of Aincilce Owndurd Dcelg,l Bnptrli@IIIIIw, 'IIANDI.I_NO INSTAI.LIN(I ANI) IIHACINet MIi'rAI.I'I.A'1'1( QAIfNIE(.11i1> WOop'11111SSRA' '1110-91 , l►aSA� 7- 0- 0 • (11111-91) and bUMMAHy blll!LT by I P1,1,The,Trwa Plate Ilylllutc ('1Tq b ltn:alcd rl U3 (1'(j IP,t�p ad q Madison, Wlrculrobl 53712 The Anletlewi l'orwl and I'apar,Al ctxlatlm (�11'PN M4FA.�lrl111:!81!! 111rr�I, NW, 5!e fWar Wildffll181Wlti�l%li�I.,LSs.�3: HC Dead 7.0 pet Depign Spec UHC -97 a.:; �.+ . ' a+• TOTAL 40.034pe1 .iJi r.''i W2i9i 7✓240 r )ob Name: YRUETA Tr6is_ ID: LS Otv: 4 Dante: C0Z02B_6M:F-03&_1 ERG 101, 111-A.11 31 ZE W0'1D 'IC 2X41 SEF 165OF-1.SE wq'I 9460} 1.50 2x4 SPF 165017-I.M 3.51"1 . 5(i :, 2X4 IF grLD 8-2 12, "'.. I f i,;: 5 1, .1; Vol 2/A IF URI) P.;'001PR 1411141FIC6 Out 14� lop 044 W lawAlly I material directly pt�ched, unless otherwlic'noled. I IRO-'r.IJJ.j 111::3 11-M IC Y�i fcawr nirov. 11C Vert 66.0 0- 0- 0 66.0 20-10- 8 , �j , 4, of ijt:qricw beextryw akiiil,i Iv 7r Va.-rt 80.0 20-10- 8 80.0 24- 8-32 A -1 .-15 fzilai"iy tica+-d all each truss. 2-3 1.1", :1 1 .'a C? o C) e.P.1AB 2 0- 0 W000TR115ISMS, - (111li.91) luid '11111-91 BC Dead 7.0 put 4-5 i,. r 1 5'? 0 P�g R�4o; Ww ic; Ly/240 TOTAL 40. 0 lost.- 6-7 j .1151 7•L . a - 5 if it .12 5 10-11 VEL 11 as 1. ::.1 A-)! P 4,3 h f;;1 7-2 7-5 P, 5 Taliffil QCIMFM17E RMUT CF E MSES, 11MRUJIMEM IUIC)VA) -are lXWCfi M Cn tZlisp makefrial &L tgx.jl I cqfied fair 10 WE' d. U 11'. Lt-CHAW i3vpcxt Cr talpcZary 111u3t W. -In PJACe teff= -e ex -r -f -tire this LrL". 6-7-4-1 7-8-14 1 111-6-6 6-7-4 14-4-2 24-10-8 :2 4 3 2 3 4 4 1.1 -1 4. 01) 5-H U1T,TFr RMIMCN(S) 'Y'f M*part 1 -37 r1ja 2 -377?1 I,M , MAMCM stnxxt 3 -2031 7Wj3 Uu3s is design. . visirg thti TBF 1 49.3 , MCL 97 Cbc6. wq'I 9460} BIC19 R=lqi�- Yea, " ZCM - No 'A C111k I SB . I avor N=16 qesl$l1Frm4fi1 ascertain {hal the loads 41ilizcd P4 this pug=; SB #LC q 12 V=RCE P.;'001PR 1411141FIC6 Out 14� lop 044 W lawAlly I material directly pt�ched, unless otherwlic'noled. 11C Vert 66.0 0- 0- 0 66.0 20-10- 8 .58 7r Va.-rt 80.0 20-10- 8 80.0 24- 8-32 .47 fir.' V.t.L 14.0 0- 0- 0 14.0 20-10- 8 Of') 14-5-1) 6 ff-jz4 , 78 9 6-8-12 10 7-6-8 6-7-4 1 13-4-0 20-10-H • Triluvial Systems Plates are 20 ga. unless shown by .118"(18 9a.) or 'H"(16 ga,)"Poaitiopecl per Joint Report. Ctiple 4 OVER 3 SUPPORTS --frame platesTare, 13 ositi oned as shown abo- .�' . . plates and false WARNINg,,xiad'all r1pirg Wq I fjjj� stiee( (pitj give ....yi,dual 4 'comilcpcill not lru4s qbiffm. Is has ilcil In accordance With "'OfIrCht v91111114%141 Wl PI ung APPA debigo standards. Ni Ycl.11 by the cOMP049M vianufaigurir ano/or bqiWing designer prior to fabric 0;&Ip Mee, 4. THE T R U SO Sa or excec . flip, "QMpP$C al Willing code am( 1h C0# (C , .4 by the 1p: A) p liracodbythe roar ot"ft* &wtb4(#q �0.40i 0 laterally braces 19rif4rig shown is for lateraj`xupjoifri of coMponep1j'' imbers only W . . � I M reduce sue Will cause the moihlure pooled Of the Wood 14 cg"O 19% and/or cause viquicc -1, 11) WAO 17 liewdariccWhIl ohs mi,rAllX, 4y'frfjgw.4l, fAh '11ANDONO INSTAL1.1190 AND 119ACIN11 MILITAI. Ill.. 811MMARY NJIVII.T' by Ill - k Thf'rtljas 114c 14lituic (141) 6 IL-:wud at 50 10/12/2000 S-191 11:11iql! - P o {lig grecting Controcifor, TBF 1 49.3 , wq'I 9460} ' I 1100 FrOvIldbY the compoocot manufqcturgr and done Rumed for dimcosiorial accuracy. Dimerislons are to b6 'A C111k I SB . I avor N=16 qesl$l1Frm4fi1 ascertain {hal the loads 41ilizcd P4 this pug=; SB #LC q 12 V=RCE P.;'001PR 1411141FIC6 Out 14� lop 044 W lawAlly I material directly pt�ched, unless otherwlic'noled. component diall not be pLacell if) my environment IMI TC Dead 1.15 fabric 1, - W 11010, lrouji 4) rrusi; c lotiocli fir America hiolidaid Dcsigri BC Live Q I?N f C? o C) e.P.1AB 2 0- 0 W000TR115ISMS, - (111li.91) luid '11111-91 BC Dead 7.0 put DOGiOU f1pea UBC -97 M40isull, Wificuosio 53719. 'I'lig American Purest and P�g R�4o; Ww ic; Ly/240 TOTAL 40. 0 lost.- W.. JOD Name: YKULTA Tp"' 46*0 TP? 0 46.0 Wo I I Q2601 Truss 10: M I Qt 5 DrW 028SO83.-.037- 3M J: I if: KLY--'T SEE REQ'D TC 2X4 2x4 SPF 1650F-1. SE SEF 165OF-1.513 - -------- -- _Y: 11 -1 /*T? M 'AN AMI I - 1995 9: Liam , - " 2 3.5c", 1. 52, Wail 2X-4 )W 9M 71E CCMFCSITE REaVV OF FEMFLE 1W 5 I I Al E vJJ I E.8 V01 I& FSF TcB0, REsEAFUi M w 4 16 07. rr-n-oancLa-ret k I LEAR= T4 alma, are lxux�d nify 2 -SIB 7111 is (lea 118:11-0 the 1-2 11:1 It 11011 of AmeriN Standard nesliftl PC Liva ' 19 f I q. F. LUIM,MM the material. ri I g LE13- 97 OxIs. 2-3 1k:.5 BC Dead 7.0 , !. v ,,, , I. , ...": c! -W-97 Blcb Fl-r-laaed - Yes, Z -d Zcne - Na 3-4 i E.; 5 4-5 i .15 I Dal -Ratio: T./Nn qy-. T./- 0.54171 - QM oft, Blcb 11 -_ iftoof�,IBIcblU, - x.; 2 = 12.05ft, MFH = 100 W I: isi. r. l Classification = 1, Dead Lcad = 21.0 pef E-7 ic' 7-8 1 4 i V7 ,25 8-9 .41 411 3_7 2 3 11 A 16 0 641-1.0 -1 5-22-1.4 5iA4_1 6_11-10 6-0-111 11-3-8 16-6-6 - 22-7-0 2 3 4 5 4.00)• 4.00 4-4 - 6 7 7-9-9 7-9-9 Systems Plated are 20 ga. 11111eau _7a -),, positioned g qr jo*ptRe*portframePat66:iaraC06a ti nod as'shownabo%, TN—V,W -�d Phb 'W j, r I-Aln—C. 61 �' 8 011WP(Fv 00 INS #jf ej (yI4 g1pe I 1PH fawr L 7 �_fth ' eo� n, y ate q lice4rdance with ft verified by the cumpoc cx _ THE TRUS Sv d".1go Meel Or cxceed ) me )J�brr I a Willi b to. 14 - " ifty 52:52!0 CO* (CA I..0yal; routit, r_ shown b for 1. W111 cause ,W S the molaurc 0. I '1) b16007 "VON -11"a with the fol '44. W1111W. '11A 4-i III" SUMMARY Silliffl- TP5.0 76.1.4 P2mr A.—L. I- t . a, olgder prior to fub [ding Codc 4-nd the 4 0 jalira.11y Omcf rit only to reduce b and/or Wu6c Conn 5, by'rinaw.41, !A IdINQ MPTAl. 11 TO 16 looted w 31 "jj3 1 7-9-9 9 14-9-7 22-7-1) I by "1611(18 ga.) or (pJR4 plates and false 10/12/2,000 Boalel 3/�64 W1119 Contractor, Tp"' 46*0 TP? 0 46.0 Wo I I Q2601 I by 11116 cOMPoncill manufacturer and dwit; mcnillInal accuracy, Dime 11810118 are 10 be C , SH 2fPL9nri LIzl.:wccrlain 111"I the loads uiilizc4 on his BB #LC ;9 fflff,01111141 the lop cbqr4 Is jalergify TC LtVa 5 tall 401 OF placed 4i anj'cnyjr0nm'Fnl that ::dQjeLlqslall an 4 brgco jh4 jr4jo in T TC Dead 14. It T1. I It 11011 of AmeriN Standard nesliftl PC Liva ' 19 f I q. F. pl� I It tussps, ' (11111-91) and '1116-91 - ' legash! 53719. The American Forest and BC Dead 7.0 , !. v ,,, , I. , ...": c! -W-97 I Dal -Ratio: T./Nn qy-. T./- job Name: YRUETA TrusS•ID: M2 1 Drw :. C00028,6083-038 MC] is 11 r: ,',Y:'!' SIlL•' 1&r'I; 1.52" TC 2 A SPF 1650E -1.'d EC Z -/A SPF 1650F-1.51: Platyj� ._„••"I/4MT - 1995 � d� m'' � 2 �e a 1 .. i 7.'�0" 1.52" VEB 2/4 HIP S m IfTIS L�'BTt31 IB TLE CIJ4MBILTE fOR.Cr' CC L116 ani t e: TC Live' 19 0,04f, PIAlE V;JIU3 1£R I®0 REM5RCH lejatP y16co. 6LIti! T1>i1p asmI M e123,42 are barxa:i (IUY tlgoc 0.0 &II to jr 24.001 7- 0-35 14- 7- 0 cs?" 14.0 pqP tapar 844 1.15 icu- 30 F® rn -ocma- it ff_IL. ezr �j» i7pq 1 aL rxl2 I e ,iii fl. 1111,TF1, ICK I'ICNl9) 1 1-e ,.:, 1 2-3 i : 0 3'[ L4 ori,,. crxtimaae late al )a-�iry attaci-v1 LC, FI J. 'IC indicated 13ainvo m4et i14:d to 1 -5]811 3-4 •.� i`1 v/exa w/ 2-104 mile 1,,,iFr roust be etntdanal gr -arae. 112je Ifs ��ird LIr rq1 CtuiO. iaq�a�L 2 -578 µ 4-5 •• :,, Etta— q. 24" c c. nnjew noted rtlFcv%ine. [31� Yea, E2Yi 7n2e th [!: trit I ti, ,':it IIs 1e Cor of Line = No Dv Cuttx-Pr = C idic - . 6-7 lk-,i S 80.00ft, SlAg V154 --h = 40.o0EL', 7-b 1'r..i .47 i1 a2 ft-cn Itei" _ ]7..83ft, hiH(_ 1.00 8-5 C-1a6sificatiw = ]., foci [rc;1 = 2:1..0 Lxif 2-b 3-b '4J( I I 1 1 , ,TI, r2 ...... L/959 Iii bill / ,: ,1.1':2_'1 I- -.1r.I. I:' 2 7• - ,_ 0 3 11- _ „ 3= i 77-6-1-12 _s 3_8-12 i 3-812 -7-6-12 7-6-12 11 -3-8 15-11-4 22-7-0 —2 -LL -11 9-11.1.1 2' 3 4 5 f —1. o0 6-7-0 -4 . 001 6 7 9 10 -5-11,-I 3--111- 1 3I11_K_ t 7-5-11 7 -5 -II 11-3-8 15-2-0 22-7-0 • Truuwal Systeme Plates are 20 ga. unless ellopirt by "18"(18 ga.) or "N"116 gat),irpositioped per Joint Report. ,Flrolgd plate" and falue fram_e2lat'_e_e are'>poeit oned as uhown above , t r f�i t'"�""�YY�t1�, wsw Th4 4ulgn Is for an 4 in accorduncc With thi TTHE TRUSS vedQtd by the comped / , G TRUSS dolga men or exceed CO. ( CA) bn,cid by the roof or Bracing shown Is for L 1'Nun•e•i.I >n s, w.r.: will rause the inu6iurr r'•,,..:,,.,us.. r'u IYINrl 11t"rilaacc with dtc to Rcsppn.Ibllblu, 'IIA 50MMAKY hl fill, I., Voru l c,r. '1'6.1.4 6' P_gA►str<:41l- (AP a. all holes On Ihls sheet and give , ?i!l� 4!tHt1 n"PItruss system. If hal bccq Ycn o , P'an4 APPA 4ulgn Flandards. NR ufaoturer'and/or building dcslgner prior to fabrics nig Irapaed by the Ipra1 bulldbtg pude and Ili; pal "IN pg!* the �P}I81P chord is L',Icrally braced b pori of Gofaponinp mcmberg only to reduce buck of ote wood to exceed I" and/or cause cooncch etndardsl '1t71N'I' UBTAILe', by'I}vYµal, 'ANS 1 INe'1741A.I1,1II'6Ny IINACIN(I n1lrt-Al, I'I.A The Trus4 floss Inssllutc fll'U k lwalcd at Sia 1 4t► yxic4.al, J11,1,I?Ih eetam• l, NW, bte Washlna /QPpfESS!p tz�°J�,• MESs� J N - 45982 U/ Exp. 1,2131/02 10/12/2000 Soa1mi1 3/1611 + It 1 the /:rectilfg Coldrpctflr, TBF1 51.3 WO; Q2601 pta provided by the colnponcnl inaaufaplurcr mad done iugte4 tar dlmenslwul accuracy. Dimensions arc to be (bkl 8H GlitlkngMr Nttw2e t designer must ascertain that the loads utlllzed on this Def I SB 11LC w , 10 The dellgn Mumes dull the top chord Is laltirally material directly attached, unless otherwise noted. TC Live' 19 0,04f, Dyxg bq L•1.25 P-1,25 omponen( dull not be placed N any envlronmem that TC Dead cs?" 14.0 pqP tapar 844 1.15 I+abdoalc, lutndlc, Install and brace this trues In 1' . WON I'nws Councilor America Standard Design HC Lives , 0 pqP ' ' % O, C;BpRoiog 2- 0- 0 wool)-I,I111SS14S' - (11111-91) turd '11111.91 4udlYnn, Wh,conalu 53719, Tfic American (sorest and HC Dead ..... 7,0 pqP pssigp Spea 11130,97 - ' L +.•:d. TOTAL 40.0'ion P - t > 7.Fatlot II/240 7Ct LyhaO of D Nd'Ile: YKUL IA /SSS 711 t•i.l t '/ ;: ; f .1 x,1'1 2 3 1]- ,• _ ,1 3- E 4 l5- THE TRUSS 157S7321CO. (CA) Tp5.0..Voruiw, '1'6.1.9 T !c 2x4 SPF 1650F -1.5111I Ec 2x•1 SIFF 165OF-1.±M • tib 2x4 IF erm 14 R' L•' V"'r:] IER ICED RES WICI I REI -W 01607. 1 t i s 1 :� f. 50" 1 .5.." 2 r urex! (Uy a:t�.=Ii'Lo �I # i>:icil/t irk gee ITIB-93, aryl � Fcr uan-e th-ul 2 ply, add rail cllu#Fr Eton &:idiLin-al l (e !% ! and/cr bolts if shorn, }-1995; 30. 4.5 aryl 1.0.3.9.6. 1x9 trdsl. Ocrfl pAq lateral )sacl1rJ attarl d `indicated ac we orf! I lr3 s roiled d... (U! a#+ . + + to qC t,�-_ w/ 2-1Cd nails e4i„:�` 1.1�T�' m)at be stnr_4nal grafi=. r f + r r + + + + + + + + + + + + + r + Mraa ® 241! o.o.+ tmless rtcted cthery se. 2-3 3-4 :iia 4-5 W-' ilf:s: ,,.t. ifs, c:I 6-7 _ c i ": .45 7-e 8-5 :.i .41 9-10 if .45 WB PI,). ::1 Ii:L HIe 1. rSi 2-7 2-e i•. i 22.1 Gl 3-8 ci•. %� /SSS 711 t•i.l t '/ ;: ; f .1 x,1'1 2 3 1]- ,• _ ,1 3- E 4 l5- THE TRUSS 157S7321CO. (CA) Tp5.0..Voruiw, '1'6.1.9 T !c 2x4 SPF 1650F -1.5111I Ec 2x•1 SIFF 165OF-1.±M I - 1595 !]at1fiL4r� T14Fc0[7E �I1ET j IS CC311TF�lS.;l' qF tib 2x4 IF erm 14 R' L•' V"'r:] IER ICED RES WICI I REI -W 01607. l'I TUNDIM 09 MMI. BIY]r&1 am 11E113c1! c2•II:Y + f + t ; + + t + + + + + + + 1 1 toil r zi earn r9nul is fax PLF l csyls c>clI/ tirrt:trated ]cede ME!T be distrilaated to 1 at each Lean 1.0. l r ke prwlcl�d to a'aidrxs�il}7. is �}, ly lolly. Cn Milti-Ply odUi hm u. fee 3i' mild m1n: into the r�yirg r urex! (Uy a:t�.=Ii'Lo �I # i>:icil/t irk gee ITIB-93, aryl � Fcr uan-e th-ul 2 ply, add rail cllu#Fr Eton &:idiLin-al l (e !% ! and/cr bolts if shorn, }-1995; 30. 4.5 aryl 1.0.3.9.6. 1x9 trdsl. Ocrfl pAq lateral )sacl1rJ attarl d `indicated ac we orf! I lr3 s roiled d... (U! a#+ . + + to qC t,�-_ w/ 2-1Cd nails e4i„:�` 1.1�T�' m)at be stnr_4nal grafi=. r f + r r + + + + + + + + + + + + + r + Mraa ® 241! o.o.+ tmless rtcted cthery se. 2-FL,YI thil w/1.Od CLMTN, s OCC -97 Sect. 12) in: Tc- 2/ft BC- 2/ft TS- 2/ft 7-G-12_1 3 -IS --1241 3-8-12 7.6-12 _ 7-6-12 11-3-8 15-11-� t 22-7-0 2 3 4 5 Itl:(2UIItls'I) 4.00 363NW6711 36j#j 2 Drwg: 00002 • eft• 1-�•�n;SR•l� 1 'llfie deal� )� 41 did ��•� �� pex t11e follo.drl9 p4rciile: Owc O.O. fn711 to 7c 2g 011 7-11-31 14- 7- 0 UFLTFP RENCIU14 S) M4*CrL 3.90 a t 2 -9054 Mlis trLiss is d oigned rwiry Ula IBC -97 Cock. B1d3 IIr_leaed = Yea, EYr1 7cale = Db Hnrl_u•1e/03e0n Line= Ib c Bldg .. BOr00ft, S7t� _ gb,00ft, 143an 'l t a }l;d9ft, K:ff 0 100 Cdassi.ficatial = 1, D*d Iced o 21.0 pef ----------If311D f #1 WSICN 1� ---------------- Aix L. Pi i:Ic:o R.Plf R.Ino flv li, IC Vext 66.0 0= 0- 0 66.0 8- 0- 0 .58 7c Veit 1.60.2 8- 0- 0 160.2 14- 7- 0 .58 7c Vcxt 66.0 14- 7- 0 66.0 22- 7- 0 .58 BC Vert 34.0 0- 0- 0 34.0 22- 7- 0 .00 7C V�crt 209.0 8- 0- 0 Tl 0 7c vert- 154.0 8- 0- 0 .00 7c W -at 209.0 34- 7- 0 1.00 11C VEL' 154.0 34- 7- 0 .00 t 6 7 � 13 7-5.11 1 3 -10 -ti :l- 11-N ` '-i-1----t 7-5-11 101 7 -5 -II II -3-H 15-241 22-7-0 Tr Iw al. ayateme Platers al'u 20 9a. unit:su s1T 111111(16 9a,), positioned per Joint Report, frame Platestar- lL ,airs,.:,va __ _�_.._ 7L10 deign is (of An balY! M in accortco With die ' OU ve vcd&A by the curnpuncM mpitur Oalp nue or exceed Oto Ie uibig bspecd by aw roof or flppr i¢ will49 shown Is for lotopllf9pp will dwo the mulsturc MICM of •0eotduooe With the lullalybl� & aw.ruw.i Alllr,.. all notes oil thlc sheet and give �U4� ComPSNI FM I"I MYMIcm. It NO base nlojui of TP14114 ALTA da184 ►uuidards, Ni auurer and/or bullding dulgncr prior w fabric IMMCd by Opt �l building code and the p: iAlhlns; tyt► gh bvtlo(R fhBra If later. brtced 00. Pf bompon64 metpbcl only to reduce bel Ota woad 10 exeocd 1996 and/or WL16e cermet la ward4.-;f4lN'r PP'FAl481, by'rruswal, IAN NeTALUNtI AN PKACINn hlfi'fAl. Pl. ie Trus, Plate ln" rule (TM Is located at 303 AM 1111941 (tlrkl, NWf Pit, ?M, Wj�hl by 1178°(18 9a.) or 1P4 plziItpe and false MES �ANCI , fir �405982 30 4 !wetting Contractor. TBPI 40.7 PrPY14`4 W1110 eamPlmenl manufacturer and dobe ed for dlmenslonal aocurucy. Dtmcu&laps are to be qk i 1313 - 1loer moat ascenabt illat the load& utilized on I114 Da gnr I BB #LC w 9 Ph011(kl{q @"wo Ihat the Joe chord II iulemlly, , Frl;ii Olrecily pttacgedt unlesq olherwbo holed.' "' rf ... �. nrvTQ �"i"O 1 R Innen! &pall not be placed In any environment that Mole' handle, butall and brat; 1111& Inl4a In TO Dead 14"0 png WPO TIW9 Council of America Standard Design 8C Live ?Q vat OOPTRIISSRS' - 01111-91) and ')110.91 isop, Wisconsin 53719. The American Parcel and BC Dead 7.0'ppl2 9MA T. Exp. 12131/02 �CNI� 10/12/2000 aoalel /160 11 LU Ntanol Rep *j >Bad` 1,00 Otp.8"Pisw 2- 0- 0 DeigigA SPeo 'UBC -97 Detl Ratio: W240 7C: T./24n r'• ... ....... U 2 4.00 SHIP MESS,9�c A.9B2 EY9. 12/31102 4 TrLiawal Systems Pla 2-0-0 10/12/2000 tee are 20 ga. iinleas aho�jn by 18 " (18 ga,) or 2-0-'6VER 3 SUPPORTS scialal �/164` T ili (16 94.) '-,i�pC?q4*one4 per Joint Report. qircle4 plates and false rarne plat'6sWa eApositioned a a s,.,2n above * �U� TBFi 4.0 This ofillp Is (4f a pof (ilia g Ye a VP ,V 0.(11 JP (110 ft'recling Contractor. F W91 gaaQl C� W ac4r4anw with am 0 eirrilijij Vf 1, 1 Will AITA dc* gn xWotUsy►nctn 1l rds. No r4p" ..kt 8H rifkd by I r dimco.611111iil uccupicy. Dimensions are 1u, Tbo— xP,� b4!l4lng gollinci IMP! "Necluill dull the Willi uIllizcd on 1his D591'r1 BB (ILA THE TRUSS v',.,,, a L' 10 GOMM"' manufacturer and/pr building ill"14"er Pill)" 10 fubrlcall-00,'�� =ItCH or 1:4cudA litlildulli , lerpily The aw! 1110 top ;i1ord Is w TIC! -2 -T Co. CA lttilr44 by dw roof or'n" -',t ocrally lira, 'by 9'0' Wd=Wv t4 Ole 4 ]Praclq shown is f 00fil 4 P U M 1� *'ti rW4 o N111119 NO rKillr011y 0110cliFt.1, voleal . , . 7, gill or 144M 1UPP0I1'of'0DMPQnCPW Members only it) reduce bucklinj jFp. :rd zhqlj pal pL4c;d In c lignme t That TO pop and I is will MuAC the inu6tu componc any 11V 0 d 3-4. Q Lal rlabriwic '1Y. C to, exceed 10% ulld/or L;ali&c connector OFprrittilan. loktallwidli'r4c 11 V0 111YAO -w*-n- wail Ow fP1Wwjn swWardes 'JOINT P111 -All -s-, by 'I'm6wa , W 411 V1, I BC Live Oop's 2- 0- 0 'i - Wood'I'mia Coliquil of America 44414- r4 Dcoljig 40 - ATI ,W TiLW 1,141c 1pul ImIc cl,i,,) I. owIcj a, 56 1) AN m' v PRgiza DRACM, ,R.1v,�Ai,' I po Doad 7. $�M 8P4Q UPCrP7 lasted OF, MudllqII'WlMci)lI4lj037l9, The Ami:r1cail Ilorcil gild oe�'.d �� o' .a 5, c,. 1h11 plfpr,,, IqW, 01 10), W. '—�:�O! WF40 rfic, W � RAM �Jq � P.M. LLL . , TOTAL 40.0 Vag 240 job Name: YRUETA Tr6i., ID: S1 Qty: I Drwg: C000286033-040 9r. -I if.' Pi -1, i' S12E REQ'D "' C 1W 244 SPF 1650F-I.SE . Be 2-/A SPF 1650E , Platiig 4 AMT/'MI - 1995 �- w :- MJIFT REAMCK S 0% - � I -1.5E ITIMMEIMMIE cimmirrE re3air cr a4vmt 1 -1 01 2 1 -51� I i -411E VI -1 J 03 1 M ICEO RISE C11 RE 41 6w. ba=irr W'Oad IX: Wikinz 1= CPSES. EA t 2 -41 = .LGA -1— , w IifA1+JA on Cath ItXAV.10, '0 are I-rAji (pay M: —Ed- "mej 'a ju ecukil-na tuilru Ulm CLQ Cbc6. 1-2 P1 (if nb�) for rex}. 4. LiAtif"t. I rl q], II'llunftor aqvmt Cr Wit '"!icy Ldt-xii,j utuil: -97 ElIcb Mwlraed - Yea, M4 7a-4 INb 2-u 'j :WFrTp1ZZZ before ectctlqj thia Mirid.com i Line - No . I '.� C., Cfn Blcb Lengul - 80.00tt' Bl� oft, Ma- roof he-Idt = 10.33ft, MF11 = 3.00 1. 1, lit, I C -lanai ficaLlon = 1, rnd Load = 21.0 jxjf 4-0 %X 11-.2-1 IYH II :/995 III 14 1.1 I j.I t^r_'1 2 U 2 4.00 SHIP MESS,9�c A.9B2 EY9. 12/31102 4 TrLiawal Systems Pla 2-0-0 10/12/2000 tee are 20 ga. iinleas aho�jn by 18 " (18 ga,) or 2-0-'6VER 3 SUPPORTS scialal �/164` T ili (16 94.) '-,i�pC?q4*one4 per Joint Report. qircle4 plates and false rarne plat'6sWa eApositioned a a s,.,2n above * �U� TBFi 4.0 This ofillp Is (4f a pof (ilia g Ye a VP ,V 0.(11 JP (110 ft'recling Contractor. F W91 gaaQl C� W ac4r4anw with am 0 eirrilijij Vf 1, 1 Will AITA dc* gn xWotUsy►nctn 1l rds. No r4p" ..kt 8H rifkd by I r dimco.611111iil uccupicy. Dimensions are 1u, Tbo— xP,� b4!l4lng gollinci IMP! "Necluill dull the Willi uIllizcd on 1his D591'r1 BB (ILA THE TRUSS v',.,,, a L' 10 GOMM"' manufacturer and/pr building ill"14"er Pill)" 10 fubrlcall-00,'�� =ItCH or 1:4cudA litlildulli , lerpily The aw! 1110 top ;i1ord Is w TIC! -2 -T Co. CA lttilr44 by dw roof or'n" -',t ocrally lira, 'by 9'0' Wd=Wv t4 Ole 4 ]Praclq shown is f 00fil 4 P U M 1� *'ti rW4 o N111119 NO rKillr011y 0110cliFt.1, voleal . , . 7, gill or 144M 1UPP0I1'of'0DMPQnCPW Members only it) reduce bucklinj jFp. :rd zhqlj pal pL4c;d In c lignme t That TO pop and I is will MuAC the inu6tu componc any 11V 0 d 3-4. Q Lal rlabriwic '1Y. C to, exceed 10% ulld/or L;ali&c connector OFprrittilan. loktallwidli'r4c 11 V0 111YAO -w*-n- wail Ow fP1Wwjn swWardes 'JOINT P111 -All -s-, by 'I'm6wa , W 411 V1, I BC Live Oop's 2- 0- 0 'i - Wood'I'mia Coliquil of America 44414- r4 Dcoljig 40 - ATI ,W TiLW 1,141c 1pul ImIc cl,i,,) I. owIcj a, 56 1) AN m' v PRgiza DRACM, ,R.1v,�Ai,' I po Doad 7. $�M 8P4Q UPCrP7 lasted OF, MudllqII'WlMci)lI4lj037l9, The Ami:r1cail Ilorcil gild oe�'.d �� o' .a 5, c,. 1h11 plfpr,,, IqW, 01 10), W. '—�:�O! WF40 rfic, W � RAM �Jq � P.M. LLL . , TOTAL 40.0 Vag 240 JHE TRUSS CO. (CA) (3) brh4l? Tjj5 - T V-rb I cii T6.1.4 1-7.9 3-10-3 3 4 2-0-0- - — Truawal Systeme Plates are in .1 I-LIJI, M E Qn A NA do'45982 V I Exp, T2131/02 10/12120()0 ya"I� 9a - ull e0s ullowli P o(la ga.) or OVER 3 SIRPORTS - ,,poI4tiojjeq �.cr Joint Report. q`ioled pates and fal.se frame p.aE es'�areopo iti.on6a w' v as shown above.' e. job Name: YRUETA WAR,(�fld gjFf a F igroff ills; 0011(ralPfor, nili,#-40114 for On lV144 bw1ow, , 1 'Tru f6 I D:: S 2 Qty: I Drwg: 0000286083�041 Isipmeg! FIA1 Irwo IS I - 111 b9co b -f In acordwica Willi -a tilg. f TPI and APPA design Nlan rds. Naa c6p on& arc I c 4filoinicil for dimenslowl accunicy. Dimenil Ycri(W by Ilio and/or bollding dchigacr for 34k C �l Or, I ri" PE;.A' SIZE FdDQ'D 7 7 TC 2--.c4 SPF 165OF-1.5E ac 2X4 SPF 165OF-1.52 kt%- AMT/*fPI - 1995 1111S 141.18 ME 014FCS17E RES11111' OF Ppu",r - UFLTFr FEAMCN(S Rxwt 1 -U6 2 - 1:•-` I�Scl 1.56 RJZGE VAIJ.ES RR ICBD RESOTCH RETW #1607. I= MO.' mffclrt 2 7 3 1 11 - 4 .'S 1"* 1. Sri" 1_l_jcx1 of irltevicr bear: Ea- AoLdA Ix- abash are i> 1 __ 3 741 Willi dic f .4L51411 qwwi-4,; by,rnuwai, 'A RcillimulbilhIcs' 11 1 rusie Coup0l of Amerl;q Alandull NOV 'IIANt)UNC)INST.XLglt4(IANf)PKA(:IN(INIL?'r;�1.1�l* clearly lialicEd an each truss.Sil9 MtBC-97 71A. = is desisped'usixg the Russus. - (11111-91) and 11111).91 SUMMARY 511111.1'r, by T Pl.;,77hrT Np"AM-61104 AFeA s l(x:aicd;Ai 5N3 p1pp.offig pr!yf; M,�qj!ojlf Wilo;opsin 53719. The Auncricap 11orl:lil find Be Deact 7411'af ..... Cock. w _00t MTAL 40 . 0,4P i- R-,09,549i.WiP TP: OW RICIa 4101� - Yep, Erid ZaneNo 2'0 i GO C tt4 .00fL, "BEM 1-&Acjlt 10.34ft, MPH 100 3-4 12 (AzisaificaLlon 1, Dead LEM 21.0 pof 4 -Co (A W,Z I 111 i*.j:t,I(j i 'j.. J,f)" 2 2 4.00- JHE TRUSS CO. (CA) (3) brh4l? Tjj5 - T V-rb I cii T6.1.4 1-7.9 3-10-3 3 4 2-0-0- - — Truawal Systeme Plates are in .1 I-LIJI, M E Qn A NA do'45982 V I Exp, T2131/02 10/12120()0 ya"I� 9a - ull e0s ullowli P o(la ga.) or OVER 3 SIRPORTS - ,,poI4tiojjeq �.cr Joint Report. q`ioled pates and fal.se frame p.aE es'�areopo iti.on6a w' v as shown above.' e. WAR,(�fld gjFf a F igroff ills; 0011(ralPfor, nili,#-40114 for On lV144 bw1ow, , 1 5,3 Isipmeg! FIA1 Irwo IS I - 111 b9co b -f In acordwica Willi -a tilg. f TPI and APPA design Nlan rds. Naa c6p on& arc I c 4filoinicil for dimenslowl accunicy. Dimenil Ycri(W by Ilio and/or bollding dchigacr for 34k C �l It, pi lu fabri 11 F 14 P.344 C41 11. dc4l n;r fmls* , sl;;rYin 11 rae 4wl a , caq .. _ i, lal IN: 1. li�c 0 Oy dinj; I p i09190. 11144moll 14411115 top 11 Ilic rool or Mors Ord is laltrill pqF4 is Dagarl SB #LC 9 w020 Flury, 77. plm.� 'Wuljo 'M g_ 4jr;ctly guached, unicss I Ii ohall PrA,;Ipg shown is for lal0rill'411000it Of cOmpoqou mcm6ers only a reduce CM Y *111 Plat am vir Mulmur# Fan oaf is in onept shall not be placed 4i'any as .4 - ;ccd I and/ur w -WRO IQ LL&F "lot �41F, and biace 44Ri� TO ])as d 14.0 Rii4 1 .15 Willi dic f .4L51411 qwwi-4,; by,rnuwai, 'A RcillimulbilhIcs' 11 1 rusie Coup0l of Amerl;q Alandull NOV 'IIANt)UNC)INST.XLglt4(IANf)PKA(:IN(INIL?'r;�1.1�l* 4ve 27 Russus. - (11111-91) and 11111).91 SUMMARY 511111.1'r, by T Pl.;,77hrT Np"AM-61104 AFeA s l(x:aicd;Ai 5N3 p1pp.offig pr!yf; M,�qj!ojlf Wilo;opsin 53719. The Auncricap 11orl:lil find Be Deact 7411'af ..... pouipu speg' ILW-97 w _00t MTAL 40 . 0,4P i- R-,09,549i.WiP TP: OW job Name. YRUETA Tekluwal-9yaterna Platee are 20 ya. unl�l��l(luhohn by "18” (ld Truss D; S3 I ®rw - • F�Y3 f , 1i , SIZE )�'U ` SG' ].Si," 'IC 2r4 SPF 1650F-1.SE BC ?.c4 SPF 1650F--1.� -Qty: PLUS �aeo AMI// - 1995 THIS IS i7PL.IFPIiPAGi*!QI(9) 2 RRIE wilES am Iceo RE9FSd�IIi 13IC1(r vrw/. ��I ME CrICCIGUE Rb A 611' C.Ii: 14 LITRE CytSE,E3. ta4�cnt 1 91 Lrs�,Liui of ireericr hearir03 ul',nvld le cli tsi y ncrked ig eddz ,,Inn arelcu,erl C1JlH Q) kttlea autcrial at ).s.,rirtj. tA4�t 2 -131 sAA14-t 3 -132 WOt Al§01 i Ila, r s1 ir(jtrut. thio e„uss is dteei{��ed tteing ties rarl-, IrL•etrior t ctt Lu, coat , ulr.utl, wu,t: _ l l r:r le in Lefare ICRIQSJIY+I, RL•7,r:14Qi( rn t 1. 1.46 4= ) 2-G I r,r, ,4G 61di f.)-cic�ri Yea, 1]'ri 7n� = llo place eus:Lirq Lida Lrtwu., , eaq t 3 146 110 ")j..ilZS ii.uric�a-e/Card Line = NoCatezJcv/ = C � TC Dead 14.0 Pot 0 P?€ W..: : i Z' ::•1 II LI rL7 BI.dU Lft h = 80.00ft, Bldg, F cUi = 40.06fC, , Zt.5. o,Varu 1 c.,, '1'6.1 .4 Pesl IUN�11N8TAIa ly(7 ANi1 uftAc:INc) Mlr(AI. Pi A fir GRI�Nj:Cpp{� wnt]p'fkUSSf?s' - (IIID -9H and 'IIID -91 Bn SUMMARY Slllftil" by'rPl.',Tho T►ws t'Lac {tut!tute (TI'i) u located at 393 Il'q or u nve WW 7 Poper Msuciadtnt fAl'r y..fi p ..., Mudisoa, cunsin 53719. The American ores and P, li�i! 041 { {WWI�T. 3-4 , •: s .:?9 IA�zul rcrf ha:ir 1: = 10.34ft, hffif :: 100 _ 4-G :, .GG C7a<,;ifi:Zd:ia-, = 1, DE94Ind = 21.0 I;ef Dafl•iatio: I✓240 'R r./?nn 14�9yi Iii D1.t•f ,1.1'•.tii � , 5_10-15 t 5-10-15 2 ( 4:oo. 3 - 4 OfEsslc -%S M Ess9Fti� N 0 982 p \�rxg 2,'31.102 CN1V Tekluwal-9yaterna Platee are 20 ya. unl�l��l(luhohn by "18” (ld 10/12/2®00 ya.) or OVER 3 SUPPORTS gg Joint wnpabove platep and falue flrame6 lateeare'toeitioned aaalst 5(8u 4 It ae.ehoer skt"bp}.aa RN 'Read ® all 11" ail llll•`'1'l10rl un b'lrf 11 FP P%Ij to Nie Is"roclln g Conti-tictur. nit design to fur at in ilial bulld)ny`eomptutcol not Iru�s ►sleet. It w b La accordance wi4, fie QltRpll van)au"of TPI A been bOF F E'!;I►u91it>ru PrpYided by the component tp:utu facturer and du110 Tapt 6.7 WOt Al§01 i S THE TRUSfi and PYA Au fill waidardi;. Nu rfo 14 IIY {aKiwsume voriffcd by the component glanureeturer atuVor bu114' Q, y d fur dlmcnsiun,l accuracy. phnaulu s are to be Qnign meet ur ext ccd tt,o {odd i m designer prior to fabriwtiptt, 'dee pyl{��}@ dca igner jnust u cerl,hi duo the iwda utilize pa tbfg mPa!f4 be CW dr { fbP!o1 qy)c i aB Dag= t SB #LC 9 �tpCtpar Name t p3$$CE Ft CO. brgaoA by live rout pr r, b q t lar Ilyb[ce paby Ih1f pPRll i{I Ox. Tbc Bulgy R4oumce that lite top chur4 4 fIPS' M.'Bee9Q1{4 9fiP111fh r I A FAN! e€4.therw Dracing shown B fur b, fl rslp.P�i�t1 (li!aFeria(plreclly anached, unl. o Ito Paled. l4� 4PPPort tr r.. 01� 110 ")j..ilZS _ v:; 11:'4 i'. civ ,o,.rn gliiiN .'kfi of gpmpopenu members only to reduce buckling lepilo:.,'f' o comprinenl shall not be placer! in any epvirpnmetit that will Cawc the mutsmr 1 4s8 �Ptandafl4f the o6416 Oj ea 4e4 19rb andrur a use cunaecu,r p.tale eprftNiPy I7abrlcalc, luadle,` insult and brace this itUrq III acin,rdulu with III fo t.;i. N1 flf�lll S', by'I'n,cwal, 'ANS / I !Chive Ruposuib111tiu, IIA { Trl 1 wTaA 1 WRod'I tries f ouncil of America Suu14ar4 TC Dead 14.0 Pot 0 P?€ v $tOp Nbr � 1.15 UrOIt}cipq 2- 0- 0 , Zt.5. o,Varu 1 c.,, '1'6.1 .4 Pesl IUN�11N8TAIa ly(7 ANi1 uftAc:INc) Mlr(AI. Pi A fir GRI�Nj:Cpp{� wnt]p'fkUSSf?s' - (IIID -9H and 'IIID -91 Bn SUMMARY Slllftil" by'rPl.',Tho T►ws t'Lac {tut!tute (TI'i) u located at 393 Il'q or u nve WW 7 Poper Msuciadtnt fAl'r y..fi p ..., Mudisoa, cunsin 53719. The American ores and P, li�i! 041 { {WWI�T. Bc Dead 7 7,0 put - pOliiRu @pea UBC -97 _ @{di{�7iat�lf�{t , kW!(),W!?IllllgiW)(aGi�p()d6•i Dafl•iatio: I✓240 'R r./?nn )o6 Name: YRUETA ° Truss IDi'S"Mr, Attu. i n...r1><.rnni'19HANIMPENIT TYf; :: i, r: I r;, T .`fl A, l4it-"D `IC - - 2z-4 SPF 2100F -1.8E 1 -t = ' 1•.cc :' ., ].8r," Er- 2 it EFL, 1950F-1.SE IT72TrZNrril, Riwirimb t ., i e .,u 1 .5"/ ' Vf..b 2x4.IAF STUD sI L- 2 188 IIIJ. ' v: ,r'allaah]es� IM -57. --- �az�oper IlhIE V1,IIL•'9 lilt I®D T ILI4i17711' 1fwo. 1.2 RLY+�H it q 11 11,, Lt1"J is designed Ualrg tl 2-6 DC vert 339.0 0- 0- 0 319.0 8- 0- 0 .45 Lw- " r.]Ci.. G]d� Fral.crod ' Yes, 13ld 2a>z = hb Line = No ) C-ztt:r = r_• 3.1 4•-6 :•,r LG c: �, Eldl In'r.lta, = 80.0Oft, Slttij VhW = 46.G I]:, .1.4 Icd: r l�;c¢c 11.25fe, 1•I111 = IU0 C1a sific l:irn = 1, Lead Lt�3 = 21.0 rhE 6�: V 1:1: �:.i :J:1: i1ldL•• r:;l 2-4 I'M 11:7!;,'1.1;11 1.140, i! i t i l•i .I .:,1 2 T.HE TRUSS CO. (CA) frlf I ls,V.'n 1. 51 :;1 1:1.15 11131.•.,Il.l,. Al ,'..I.. .,,,, ii�6.. I.1, WM)") 1F T1,5.U'voruiors T6.1.4 PIft!ti AM r/`mi - 1955 It19 7IE 034FC1317E R1•SE;1' CC. n o6w. i 4�JI8 arnwl arra 1):wacl (I•UY cr] txups nlAtMlal. aL r:ACI11� ri1(I• ic:*�tPtr ant Ia�ire is rk li:rcr] 0l ./ CIA Cc :u) to Prevent t rrtatian/tcn.; 11r�, S,� 1rfB-91 and IMT 1-1.995; 10.33 4. ani 1u.3.4.6,. 7-5-3 1-. .00 2 LIFIJIFT NEmmarLICITCN(Sv erpp� t 2 -680# IT72TrZNrril, Riwirimb exQ;x>Lt 1 188 sI L- 2 188 11 --- -- mr--IL.PCAD � L.I1cc�TC1I RLY+�H R.I.= ll�il, `I>r Vert 66.0 0- 0- 0 66.0 7- 5- 3 .58 DC vert 339.0 0- 0- 0 319.0 8- 0- 0 .45 L T ruuwal Syatenls plates are 20 ga. unless silo by 1118" (18 ga.) or "H"(16 ga,),r,;poeitione� per Joint Report: :r;C# olec�•platee and false frame lat'eerare? ositioned ae shown abovet` �R1VIN ,�Read'al6ilote' • 1 i �'" 4 H-11.11 __I 5-0-0 2 -9 -II I QPpfESS10/yq�e 3-3-7 �� MES ti sn t' C-7`S9��y9 Q J N p15982 p - - t y31102 SrA�oNA�E��P FC 10/12/2000 Bag1el;t;7/1144 a It IV-dulgn b fur Wl I1Wlvldtml btIIW °• F P.n !Its •F ler;! /utt/ b+l v� n Fpp,Y,aj,',11,(0 elle Crecting Cofttractor. , •,. TaF1 16.7 Inilcorn Mani nW IrWv Iy11gm. It Ir'a Wall p4f�'� (1tefjnFll1mu provlded by ilio compimcm Imnufuciuror and dorso qyk I pa Cy�ti>pNr Nam.I auordaneo will, Ibc eprichfvenlorll of T 'I Iuid Alq'A dc1 gn 1landards, No rimov; h Illy N lasumed fur dbncnslulml acculacY. Ulmutslats arc Iu be I by dw wmpoeply Inapufaewrpr an b/aabullJWt� pulgner prior Iu Iubrlcallgl, �y g pcyl ne Dp t SB p� 1 'Inco or exceed � ISKiding hppweQ I%. E ..ofa kull46t code :,n. t o s'"� � Itgy!� g.. r F041 Iwoert410 Owl Ilia loads ollllxul on thl4,�. 9� NLC • 9 apep by ft roof or fjeor.tdu:tth b 8 h Ap}III Il191i„ M Th? Afr18R i'ipylnel that the Top chor4 b k1terrully :'•` Y'i ice' Li}ie 19 , 4n!(!n fllq(9 N blterally braceA 4Y W;(IgIA ihlhing )tialertal dlreclly nrtachcd miluq oiherwbo notod. ' �� ' ` P!ii8a jpa " l+•,l, 25 Ps1.2S:1 IJ cau s dwn V fur Lntgral ruppori of wln IQ cx li mel9A a only w reduce bucklltiS Ifp�lh +,:This culnpuncnl shall nal 6c placed In any envlrnnmcnt that TC Dead 14 0 ep Rep Il qwp w til almro Epoipn of Jlw wurlq to axeepd lyib apd/ur caul, ounn-0),rp W �q RMIP{III,• PIIbrlcplPt .hf!ldlp, buwll and brp this Irys/ kI . ' •,8 8fi r Sud 1.00 cor4usco with die (alWWingiuuWar4r{a;)PIHT pli'fAlIA'. by'frulwal, 'AN41 PIPIr'4'WTP.A'I' - Wna4 True l ouncll of America Siandard peslgn `i, SC Live: , Q' j+q! O,gR�pRo#srg 4, 0. p apati►Ibllhla, 'IIANDUNO 1N8TA111NQ ANI? pltAl.IN( MWrA1. 1'LnTO PRI�NP�fsR W00.13 TRUSSES' - (11111-91) and '1110-91 HC Dead' 7, 0 pqf Deei 1MMARY SI11.11!'f Try TP1.- The 1 nw Plak Insiliulc (ITU h lix tcq uI 3 g3 U': p�rlq Rriy(�t h�udlsunl Wjacowm 51719. The Amens at Isuregl and ga etpea UBC -97 pe{;Msuclatlnt (Ap$!�) u t°it�+' iitt}Si iE{ NW. Sip , ,I �}h f91 I1 g011 W hwglPOr_ IIImi�i�+M 1. TIYi AT, e n a,Ratio: W240 1C: T /240 ob Name: YRU ETA II -1 X -IDC MCC SIZE. RMID TC 2x4 SPF 1650F-1;SE 1 0-' 1-I2 492 '3.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 7-10- 4 328 3.50" 1.50" WEB 2x4 HF STUD Cuetmrer Name: 1 E'`TRU SS verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Pr AIIE VALUES FFR ICAO RESEr1RCH RE UC #1607. TC FLRCE AXE, BID CSI design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord Is laterally )tri verticale designed for axial loads only. 1-2 -563 .00 .15 ;16 braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members to buckling End verticals that are extended above or 2-3 -40 .00 .15 .15 Rep Mbr Bnd 1.15 below the truss profile (if arty) trayregure accordance with the following standards: 'JOINT DETAILS', b Truswal, 'ANSI/TPI 1', 'WTCA t' - Wood Truss Council of America Standard Design g y BC I.iw • 0 pef O.C.Spaeiag 2- 0- 0 additional design sideration 0* ckl�ss) BC FLRCE AXL END CSI Design Spee UBC -97 for lateral forces dm to wind or seismic 4-5 511 .08 .09 .17 Ratio: Lt/240 TC: It/290 loads on the tuildirg. 5-6 505 .08 .04 .0 W® I= CSI V EB FCRCE GSI 2-5 77 .03' 3-6 -93 .02 2-6 -549 .17 M LEFI=CN (5 (IdVE) LV999 IN M4 4- Lr- -.01" D- -;01" le -.03" -= Joint I ccations = 1 0- 0- 0 4 0- 0- 0 2 4- 5- 6 5 4- 5- 6 3 8- 0- 0 6 8- 0- 0 2-8-13 10-344 vf.!wnw,prV' P...- Truss ID: C -GI Qtv! pig. P] :' APSIlm - 1995 Natitg Q A LESIMO IS UIE C34PCS IE RESLW OF 11=1PrE ICAD CAS. BEAR= REUMOvE S sl=-zi are based acy on the trues material at each bearing. • bV i/—V This trues is designed using the UBC -97 tom. Bldg Enclosed = Yee, End Zoite = Yee Hmxicane/boar Line = No , 4Ti0 Bldg La80.00ft, Bldg dth 4 z�th .00ft, Plam> roof heigl>t = 11.21ft, Mr -H = 70 Claseifieatiai = 4, Dead Lead = 21.0 pef 4-5-6 3-6-10 4-5-6 8-0-0 2 3 .61 � c_a 2-0-0 2-8-13 3-3-12, SHIP �'' MFSS.9Fc 0045982 77 P. 12/31/02 CNI1. ,p i _ 4 5 6 4-5-6 3-6-10 4-5-6 8-08-0-0 1-1/7/2000 Truswal Systeme Plates are 20 ga. unless shown by '18"(18 ga.) or " , "H"(16 ga.), positioned per Joint Report. Circled plates and false Scale: 1/2 = 1 frame later are Positioned as shown above..- ' ` r " WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 18.7 WO: Q2601 This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer and done Chk i SB pnn a in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy: Dimensions are to be Cuetmrer Name: 1 E'`TRU SS verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this De : SH #LC = 9 4� PIERCE ■ ■ � design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord Is laterally TC Live 20.0 pef DurPaoe L=1.25 P=1.25 CO. (CA) braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members to buckling 1vAL only reduce length. ,This component shall not be placed in any environment that will "cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in TC Dead 14.0 pef Rep Mbr Bnd 1.15 SYSTEMS 1.45 t.JS \VAL SY Or.; Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', b Truswal, 'ANSI/TPI 1', 'WTCA t' - Wood Truss Council of America Standard Design g y BC I.iw • 0 pef O.C.Spaeiag 2- 0- 0 Responsibilities, HANDLINO INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. BC Dead 7.0 pef Design Spee UBC -97 Tp5. 0 Version T6.2.0 The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Ainerican Forest and] Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036; Ratio: Lt/240 TC: It/290 TOTAL 41.0 pef - •Ard ,... ob *Nrame''TRU ETA ` _ _'r^ !"4T1 SfT^".. t-�... .. -.. i. ,•�r�ll ao ,jZyw.,.r••.�.+.wnr1�^i'M '"TM)I++1.;..� 7�^a+tY•R.+•'7^.•v�... �.y er'a'-,...— .. ' frame PlateB,are Positioned as shown above. Truss 1®: C -I 1 , I Drw;..° B133 p i X -ICC { REpI� a SIZE REJ2'1) 1 0- 1=12 ,.. 'S20''3.50u' 1.50" TC 2x4 SPF 1650F -1:5E1 BC 2x4 SPF 1650F-1:SE P �y�q epa' AISI/rIPI = 1995 'II-IIg I H�2I'zlml, RokcTICN(S) t 2 8-10- 4 ' `,360 3.50" 1.50 WB" 2x4 HE STUD I>ftc THE Caipwm RmLxw fig; hiILTIPLE I= ms Es. t 112# TC FCFSE AXL RV CSI SF VALLES FER ICBO RE*KH REIT U #1607: Loaded for 10 FSF nrn-amma -ert. BCEL. EEIRM Rq'�JIlMWIS t3limm are based CSILY iy sum, is designed using the 1-2 -513 .00 .25 .25 2-3 -61 00 '.25 DurPace L=1.25 P-1.25 on the trues material at eadrb�� 1]rd vetticalA e�aigrred fes axial l enl Y• LBC -97 . ric1ceedarte/Oce =Yes, End 7a'ue = Yes .25 BC FCRCE AXL HID CSI Will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in ' 'JOINT 'ANSI/TPI F]jd verticals that are e�a-ciad above ca' below the truss profile (if any) may require additia'sl design HA-riBldg FY.an®�/0�1 r.;,p = No , p� C e Bldg Length - 80.00ft, Bldj 4Tickh�-_ 400.00ft, 4-5 456 .07 .17 :23 .0 pef . «rreide atirn 0* far lateral forces the to wind 1`11— roof hei t = 11.69ft, MPH = 70 BC Dead 7.0 pef Design Spec UBC -97 es seismic loads en the building. C-Assificatian = 4, Dead Iead = 21.0 pef 4d:E I� CSI 4EB FCRCE CSI Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. . Dela Ratio: 14/240 TC' V240 2-5 -495 .21 3-5 -111 .03 Mr1X r i]F�CN ( 14/999. INMEM 4-5(LIVE) -.08" .r Jcdl>t. Locatirne — 1 0- 0- 0 4 0- 0- 0 2 4-10- 6 5 9- 0- 0 3 9- 0- 0 jTHE��TRUSS .�: C®. CA 1 TRUSWALSY.STEMS � • ` ' " 4 145 Northpark Dr., Colo Spriogs, CO 80907 Tp5:0 Version T6.2.0 3-8-6 I0.4-0 4-10-5 4-1-11 4-10-5 9-0-0 2 3 F4.49 I e_A 2-0-0 9-0-0 4 5 9-0-0 3-8-6 5-2 IZI pPpf E SS/pH st it y~�Q�� -• M ESS9Fyc. J C 5982 X i4 p. 12 1 /02 srq�o N `��,�,�P 11/7/ nnn Truswal Systems Plates are 20 y g 9-U-0 y ga. unless shown b "18"(18 a.) or Scale: 3/8° = 1' H"(16 ga.), positioned per Joint Report. Circled plates and false frame PlateB,are Positioned as shown above. WARNING Rend all notes on this sheet and give a coo of it to the Erecting Contractor. This design Is for individual building TRF: 20.7 WO: Q1260.1 an component not truss system. It has been based on specifications provided by the component manufacturer and doneChk: in accordvtce with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be SB Cust®aer Name t verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the Ioadi utilized on this Degnr: SB #LC - 10 PIERCE design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unleis otherwise noted: 19.0 pef DurPace L=1.25 P-1.25 Bracing shown is for lateral support of components members only to reduce buckling length.;This component shall not be placed In any environment that TC Dead 14.0 pef Rep Mbr Bad 1.15 Will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in ' 'JOINT 'ANSI/TPI BC Live O.C. Spacing accordance with the following standards: DETAILS', by Tnuswal, 1',"WTCA V - Wood Truss Council of America Standard Design .0 pef 2- 0- 0 Responsibilities, �',HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 7.0 pef Design Spec UBC -97 SUMMARY SHQhT' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive; Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.0 ps f Dela Ratio: 14/240 TC' V240 Ew ` X=IOC'` F& I ' SI28' 1 0 1-12 Ribo D TC 2x4 SPF 165OF-1.5E 440 3:50" 2 6710- 4 280 3.50" 1.50" 1.50" BC 2x4 SPF 165017-1.5E VM 2x4 RF SRD Truswal Systems Plates are 20 ga. unless shown3bly6"1811(18 ga.) of -0-0 RAZE VALUES HISI 2 ICED IREfUC #1607. TCy 1k AXL lV . CSI frame Dlates.are positioned as shown above. Loaded for 10 PSF non-caxxsrert_ Baa. 1-2 -356 .00 .12 .12 TBF= 18.7 'This truss is designed using the 2-3 .. -53 :00 :12 .12 Chk: SB IBC-, 97 Ctde: in accordance with the current versions of TPI and AFPA design sumdards. No responsibility is assumed for dimensional accuracy.' Dimensions are to be Bldg Etrlceed = Yee; End lase = Yes BC FCRCE AXI, RM CSI 4-5 284 :04 .05 .09 Dog-, SB #LC 10 Huric<me//O aZ Line = No , iteq y C Alda Isx h - 80.00ft, Bld3 c&h = 4b•OOft, 5-6 282 .04 .03 .07 TC Live 19.0 pef Mea<z r0000fE ,9 11.69ft, Mr = 70 Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed idany environment that will cause the moisture content of the wood to exceed 1996 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in TC Dead 14.0 pef Classification - 4, Dand Load = 21.0 psf 4i® FCr'ZCE CSI FSB FCI7CE CSI O.C.Spaeing 2- 0- 0 2-5 . 63 :02 ", 3-6 -84 .02 BC Dead 7.0 psf I 2-6_':-333- .10 Paper Association (APPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.0 ps f MX LEFLF)MCN ( W999 IN MFM '4-5 (LIVE) Lr= -.0111 D= -:0111 Tb - . 01" +Joirk - . Locations o 1 0-0-0 . 4 0-0-0 2 3-9-6 5 3-9-6 3 7- 0- 0 6 7- 0- 0 gMEFTRuss »Co• (CI 7;ZUSWAI. SyySTems 4443 Nonbpar Dr., Colo Springs, CO 80907 Tp5.0 Version T6.2.0 3-8-6 20-4-2 ,. « _ ... -,tea. f;.m,T, .,. ..y,.,.,, .Y..,... .,,, ... -. ;•,,.«..,•, «......-.. 'runs l_D C=15 Qhrs _ ANSI/»IPL - 1995 II1LS ICI IS Tim t>TQr A RFSK= MtIf4 P E;Lt]AD CASES. CF BzARIIS3'R ffi 1I5 shoal are 4ved ctw on the truss nataial at eaon Errl verticals designed for wdal 1— only. ad ve-iticbs that are extended above or belaw, tlie.truss profile (if airy) nay re4-Lire ad3itic al design comidexation Ory ot]iers) for lateral fares dee to wind or eeiranic lcade on the bAildirg. 3-9-6 3-9-6 l 2 r5 75 3-2-10 7-0-0 3 r e UPLeeIFT REttALTIIN(S) H3Li 7IYaI, RFAMCN(S) m4TCrt 1 111# support 2 711# 3-8-6 4-7-10 SHIP 2-0-0 t 7-0-0 4 5 6 . _ 0 00 Truswal Systems Plates are 20 ga. unless shown3bly6"1811(18 ga.) of -0-0 "H"(16 ga.), positioned per Joint Report. Circled plates and false Scale: = 1' frame Dlates.are positioned as shown above. WARNING Read all notes on this skeet and give a copy of it to the Erecting Contractor. TBF= 18.7 WO: Q2601 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: SB in accordance with the current versions of TPI and AFPA design sumdards. No responsibility is assumed for dimensional accuracy.' Dimensions are to be Customar Name: verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loadung imposed by the local building code and the application. The design Dog-, SB #LC 10 PIERCE paticular assumes that the top chord Is Iatepily braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. ' TC Live 19.0 pef DurPaca L=1.25 P.1.25. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed idany environment that will cause the moisture content of the wood to exceed 1996 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in TC Dead 14.0 pef Rep Mir Bad 1.15 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA F - Wood Truss Council of America Standard Design Responsibilities, 1j4ANDLINO INSTALLING AND BRACINO METAL PLATE CONNECTED WOOD TRUSSES' 'HIB BC Live .0 pef O.C.Spaeing 2- 0- 0 - (NIB -91) and -91' SUMMARY SIIE ' by TPI. The Truss Plate Institute (TI) is located at 583 D'Onofrio Drive Madison, Wisconsin 53719. The Amerism Forest and BC Dead 7.0 psf I Design Spec UBC -97 ' Paper Association (APPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.0 ps f Den Patio: W240 . 7C: 1r/240