Loading...
HomeMy WebLinkAboutCopy of Engineer's Stamped PlansRezor co (gekAiii 1 of i hvin/4 91-A4+10-42 looms Kik) General; 1. Contradictions &/ Errors in these drawings: any disagreements, contradictions and/or errors that may be discovered in these drawings shall be reported to the engineer before construction who shall help resolve them. 2. Precedence: the contract among the owner, building supplier and builder(s) shall take precedence over these drawings. 3. Changes for Code: charges for changes required by Code or structural safety shall be negotiated among the effected parties. 4. All equipment including but not limited to doors, windows, joist hangers, etc. shall be installed in accordance with the manufacturer's instructions and the Buildinbg Code. 5. These are general notes to supplement the drawings. Items referred to in these notes, but not shown on the drawings are not used on this project and are not required. Wood Structure: 1. Unless specifically noted on the drawings: no one shall cut, notch or drill any trusses, headers, beams, posts, girts, purlins or flanges of I -joists. 2. Any member repairs or replacement shall be as specified in writing by a licensed engineer & the expense of the repair is the responsibility of the party creating the damage. 3. Dimension lumber shall be designed in accordance with the latest edition of the National Design Specification for Wood Construction (ANSI/AF&PA NDS) and its supplement. 4. Metal plate connected wood trusses shall be designed in accordance with the latest edition of the National Design Standard for Metal Plate Connected Wood Construction (ANSI/ TPI 1). Design shall be provided & certified by others. The engineer sealing these drawings cannot be held responsible for trusses. 5. All members shall be the size, grade and species as shown on these drawings. 6. SYP and/or SP shall designate Southern Pine Lumber kiln dried to 19% moisture content. 7. MSR shall designate machine stress rated lumber. 8. LVL and/or Micro=Lam shall designate laminated veneer lumber. 9. SPF shall designate Spruce -Pine -Fir. 10. PT shall designate pressure preservative treated lumber. 11. Pressure preservative treated lumber shall be: treated with waterborne preservative and bear the quality mark of an approved inspection agency. Posts and skirts be protected with pressure preservative chemical treatments to retention levels for Use Category UC4B or better perAWPA-U1. 12. Unless noted, bracing shall be 2x4 #2 SPF located as shown on the drawings and attached as shown in the fastener schedule. 13. Unless noted otherwise, all sidewall bearing posts shall be carefully notched for truss bearing. The bearing surface shall be smooth, flush and in tight contact with the truss. 14. Unless noted otherwise, end trusses shall shall be nailed to the face of the comer & end posts as noted in the fastener schedule. End posts shall extend to the top chord of the truss andlor gable framing. 15. If this project includes Conventional Light -Frame Construction, it shall be in accordance with Section 2308 of the IBC and any details not specifically shown in these drawings shall be in accordance with Details for Typical Wood Frame Construction by the AF&PA. 16. Conventional solid sawn dimension lumber joists may be notched andlor drilled as shown in Figure 26 of Details for Typical Wood Frame Construction by the AF&PA. The webs of 1 joists may be cut in accordance with the manufacturer's instructions. Steel Panels used as Siding. Roofing & Trim: 1. Shall be fabricated from 0.0149" minimum thickness steel with galvanized or galvalume coating. 2. Shall be pre -finished with Ceram -a -star silicone modified polyester system or equal. 3. Shall be fastened with #9 (minimum) galvanized self drilling screws with neoprene rubber gaskets. Screws shall penetrate supporting member 1" minimum. 4. Unless noted otherwise, all screws shall be installed in the flats except that stitch screws & screws attaching trim shall be installed in the ribs. 5. Stitch screws (if required) shall be located as noted in these drawings. Stitch screws shall be #12 (minimum) x 3/4". 6. Steel panels placed in contact with treated wood shall be used in accordance with the manufacturer's instructions. A barrier if required shall be Grave Vycor or equal. Concrete: 1. Minimum 28 day compressive strength: pads & unreinforced footings - 2,500 psi; reinforced pads & footings - 3,000 psi; slabs -on - grade - 3,000 psi. Unless plasticizers are used slump shall be 4". No water shall be added at the job site. 2. All posts shall have a concrete bearing pad or equal. Precast pads shall be designed & specified by the manufacturer. 3. All concrete exposed to weather shall have 5% minimum and 7% maximum entrained air. 4. If shown on the drawings, all reinforcement shall be grade 60, deformed, & conform to ASTM A-616, A-617 or A-706 & located within 1/2" of the location shown on these drawings. If not shown on drawings it is not required. 5. If shown on the drawings, horizontal bars shall be lap splice: #3 - 16"; #4 - 24"; #5 - 36". Reinforcement shall be secured so as not to move while concrete is being poured. Cover shall be: cast against earth - 3"; other bars #6 & larger - 2"; all other bars - 1 1/2". 6. If shown on the drawings, welded wire reinforcement (WWR) shall be used as shown in these prints. WWR shall conform to ASTM A-185 & be within the top third of the slab depth. Lap WWR 2 cross wires plus 6". 7. Remove all vegetation, roots, topsoil, debris and any soft material beneath the slab -on -grade and/or foundations. All fill shall be well graded granular material such as pit run sand & gravel. 8. Place all fills in lifts no higher than 8" & compact with equipment expressly designed for soil compaction to 95% Modified Proctor Density. Minimum slab thickness is determined by others. 9. Except for buildings where migration of moisture through the slab will not be detrimental, and/or for particularly dry sites, a 6 mil polyethylene vapor retarder with joints lapped 6" minimum shall be placed between the base course or sub grade & the concrete. On particularly wet sites under floor and/or perimeter drains shall be installed as required in addition to the vapor retarder. 10. Concrete shall be consolidated by vibration or equal so that it is thoroughly worked around rebars, into comers, etc., so there is no honeycombing, pitting, or planes of weakness. Vibrators shall not be used to transport concrete within forms. 11. The interior slab shall have a troweled finish, exterior flat work shall have a non -slip broom finish. Premature drying of the concrete shall be prevented by application of an approved curing compound or equal. 12. Concrete will not be placed when air temperature is below 40° F unless in accordance with Chapter 11 of Design & Control of Concrete Mixtures by the PCA. 13 Excess concrete shall not be dumped at the job site. 14 Concrete pads for mechanical & electrical equipment shall be provided; size & location coordinated with the appropriate subcontractor. WARNINGS Buildings with NO Floor Stab: 1. Moisture migrating from the earth will usually cause condensation on the underside of the ceiling/ roof in the winter months. A vapor retarder installed similar to Concrete note 9 is recommended. 2. On a wet site traffic close to the posts can cause the walls to shift. Erection: 1. Job site safety is the responsibility of the erector. Neither the building supplier and their employees, nor the engineer can be held responsible for damage or injuries during construction. Only permanent bracing is shown on the prints. The erector shall provide additional temporary bracing as required to maintain safety & stability . 2. It is the responsibility of each contractor and/or the owner to properly receive, unload & store materials without damaging them. 3. Post -Frame Buildings shall be erected in accordance with: the BCSI-B10 Post -Frame Truss Installation & Restraint & Bracing distributed by the Structural Building Components Association and Accepted Practices for Post -Frame Building Construction: Framing Tolerances, & Accepted Practices for Post -Frame Building Construction: Metal Panel and Tiim Installation Tolerances, distributed by the National Frame Builders Association. 4. Conventional wood frame construction shall be erected in a workman like manner. Permits & Reeuired Inspections' Each contractor and/or the owner shall: have an up to date set of drawings on the job site; obtain the proper local building permits; and ensure all required local inspections are made. Roof & Wall Penetrations' Each contractor who penetrates the roof and/or wall shall make the penetration weather proof with flashing and caulking as required. Workmanship shall be neat & clean. Foundation: 1. Foundation design is based on Type 4 Firm soil as described in the table below. This shall be field verified by others. S is tabulated allowable soil pressures. In design increases have been applied per ANSI/ ASAE EP 486. 2. Post backfill: shall be the inorganic portion of the excavated soil in accordance with ASABE EP 486 Section 4.3.2 compacted to at least its pre -excavation density. 3. Erosion protection: provisions shall be made to prevent soil erosion and direct the water away from the foundation by: the installation of properly sized gutters, downs & splashblocks; connecting the properly designed gutter into an onsite storm water system as designed by others; or providing a 4" bed of washed gravel and border under the eave splash zones. ANSI/ ASAE EP 486 Table 1 - Presumed soil properties for oast foundation dealon for use in absence of codes or tests] TYPE Description S Lateral S Vertical 3 Firm Firm sandy gravel 300 psf/ft 2000 psf 3 Loose Loose sandy gravel 200 psf/ft 2000 psf 4 Firm Firm silty/ clayey sand 200 psf/ft 1500 psf 4 Loose Loose silly/ clayey sand 150 psf/ft 1500 psf 5 Medium Medium clay, sandy clay 130 psf/ft 1000 psf 5 Soft Soft clay, sandy clay 100 psf/ft 1000 psf (This table has been condensed for these no es.) Structural Fraena Fastener Schedule: 1. If the members listed below are used on this project, they shall be fastened as noted. For items that are not listed below, fastening is shown in the detail drawings. If items are shown in both locations, the detail shall govem, for structural items appearing in neither contact the building supplier. Nail sizes are minimum. 2. In this table, 'post' means bearing post & 'stub post' means blocking between the truss & header/ support. 3. TLOK04 refers to a self-dri ling screw 0.189' x 4", ESR -1078.. Fastener/ remarks Member to Member Qty Cleats to post 7 0.131 x 3" Galvanized Skirt to Post 3 0.131 x 3" Galvanized Girts to Post 3 0.131 x 3" Galvanized Truss to post/ stub post 5 0.131 x 3" Galvanized Stub to supports 3 0.131 x 3" Galvanized End truss to Post 4 0.131 x 3" Galvanized Purlin to Truss 3 0.131 x 3" Galvanized Supports & Headers to Post - See details Braces 3 0.131 x 3" each connection Steel Panel Fastener Locatlafli; STITCH SCREW'S MYAS SPECIFIED IN DRAWINGS I I1 FELD --Tr EAVE&RIDGE Design Criteria: Remarks: 1. This information has been supplied by the building supplier and/ or owner. The engineer accepts no responsibility for inaccurate information supplied by others. 2. Buildings designed for Use Category I must represent a low hazard to human life in the event of a failure. 3. Assumes an unobstructed slippery surface, no sno-jacks. 4 As amended by Garfield County Parameter Building Code: Occupancy/ Use Group 2015 CO Remark 4 Tracy Warner 901 Odin Dr Silt, CO 81652 Storage U Use category Roof material Roof snow, psf: 2 Minimum roof snow, psf: Top chord live, psf: Top chord dead, psf: Bottom chord live, psf: Bottom chord dead, psf: Wall dead, plf: Mezz/ 2"d floor live, psf: Mezz/ 2"d floor dead, psf: Metal 40 40 20 3 Site elev 5980' Wind Vult, mph: Wind Exposure: Wind Enclosure: Seismic, Ss Seismic, site class: Seismic Design Category 5 0 5 5 n/a n/a 115 C enclosed 0.31 D B Drawings Prepared by: Patrick M. McGuire, PE PO Box 10192 South Bend, IN 46680 574-367-8305 www.patmcguirepe.com ASCE 7-10 Certification Notes: 1. The intent of these drawings & notes is to convey structural information. They are for an experienced post -frame erection crew. Information for general construction methods and/ or specific elements such as track and man doors must come from the building supplier and/ or industry standard publications. 2. This certification is for structural design only. All other metier/ of Code compliance including but not limited to egress, fire resistance, etc., are the responsibility of others. The engineer certifying these drawings is not the Engineer of Record. 3. The performance of this building as animal housing is the responsibility of others. 4. If it is suspected that this document has been modified, substituted, or altered in any way, contact the Engineer directly to obtain a copy. Sealed 07/26/2017 L co CCI W 0 W CI rn Q C •a m c) rn O a) 0 t Z co a7 E 0 `o m U,o m-0 c'; c a)m c ` .. a a 0 X JD co d Il O < W stn fa -c cD 3 t •C CN C71= A>. r-' 0N'- CO 07/10/2017 version 041614 1 of 3 G1 El G2 E2 WAOrr° MN OWNER ON SOE 4004% 1 40907 Sealed 0712612017 ti f 9._0" 9=0' 45' 0" 9' 0" 7 -0" 7-0" Gm - 9.0' -- 303 WINDOW J N) 30_ (3 Z z_o Q� U W v) mu) (2) RUNS OF 2X4 CONTINUOUS LATERAL WEB BRACES & SWAY ' BRACES SEE DETAIL THIS PAGE BOTTOM CHORD BRACES NOT SHOWN FOR CLARITY --- I 0-11 4'-0" 12-0' r-1 10L0- 303 303 WINDOW 11/2" TYP CAL 4 SIDES 30x6/8 DOOR (2)LVL HEADERS (4)2X12 HEADERS (4)2X12 HEADERS 121e12 OVERHEAD 10x10 OVERHEAD x7 OVERHEAD 2x12x16 9,_0„ a POST SETTING PLAN 4'0' 2x12x14 --� Q Or 1 � HH 000R HEADER LENGTHS Tracy Warner 901 Odin Dr Silt, CO 81652 private storage Drawings prepared by Patrick M McGuire, PE PO Box 10192 S. Bend, IN 46680 574-367-8305 www.patm 5arepa mm (4) 2X12 #1 SP HEADERS FASTEN TO BEARING POSTS W/(8) TLOK04 EACH PLY DIAGONALS CONTINUOUS LATERAL BRACE (2) RUNS TRUSS WEBS - SPECIFIED BE BRACED BOXING AS REQ'D TO MOUNT MDOOR TRACK TO OHD HEADER SECTION SWAY BRACE ISOMETRIC NO SCALE - MEMBERS CUT AWAY FOR CLARITY NO SCALE END POSTS �D CORNER POSTS ,1/ SIDE WALL POSTS SIDE WALL GIRTS LAM POST ORIENTATION NO SCALE 2X6X12" PT SP .CLEATS SECTION PLAN SEE FASTENER SCHEDULE CLEAT DETAILS NO SCALE TRUSS BETWEEN BEARING POSTS TRUSS. SUPPORT TIGHT TOGETHER i + r j FASTENERS EACH SUPPORT TO STUB S. PINE STUB POST FASTENED TO TRUSS EXTENDS TO BOTTOM OF SUPPORTS± STUB POST DETAIL 3 NO SCALE - REFER TO FASTENER SCHEDULE FOR FASTENER TYPE & QUANTITY -- (2) 1 3/ 4"X18" VERSA -LAM 2.0 3100 SP HEADER NAIL TO BEARING POSTS W/(12) TLKO4 EACH PLY 2X6 BOXING AS REQ'D TO MOUNT DOOR TRACK OHD HEADER SECTION NO SCALE TRUSS BEARS ON NOTCH AT POST (6) TLOK04 SCREWS EACH EACH BOARD INTERMEDIATE POST SEE FASTENER SCHEDULE SPLICE (3) TLOK04 SCREWS EACH END OF EACH BOARD .(3) 2X10 TRUSS SUPPORT FASTENING DETAIL NO SCALE C 07/26/17 ROSS 0119 TAPER 5170- 11X17 SCALE : j6 = 1' :HF ri No; 3 ELEVATION GABLE 2 ELEVATION EAVE 1 INSTALL (2) RUNS OF 2x4 CONTINUOUS LATERAL RACES ON THESE WEBS & 2X4 SWAY BRACES BOTTOM CHORD THE LOCATIONS NOTED ON PAGE 2 BRACES AT 12 'TRUSS BEYOND Bt OC iiiiiii �(INTERIOR) ELEVATION GABLE 2 ELEVATION EAVE 2 29 GA STEEL ROOFING 0 2X4 #2 SPF PURLINS AT 24" OC 2X FASCIA & TRIM 4 12 NOTCH POST (3) 2X10 #1 SP TRUSS SUPPORTS O FOR FLUSH TIGHT TRUSS 29 GA STEEL SIDING © BEARING (3)PLY 2X6 #1 SP LAMINATED POST WITH 6' MIN PT 2X4 #2 SPF GIRTS AT 24" OC 2X8 PT SKIRT BOARD Q 2X6X12" PT SP CLEATS 24"0X8" 2500 PSI CONCRETE PAD 10 11 SLOPE GRADE AWAY FROM BUILDING 12 WOOD TRUSS AT 54"± OC 13 DESIGNED & CERTIFIED BY OTHERS CONCRETE SLAB NOT BY BUILDING 8 SUPPLIER rSeaied 0772672017 BEARING WALL SECTION SCALE 1/4"=1'-0" Tracy Warner 901 Odin Dr Silt, CO 81652 private storage DravAnga prepared by Paldck M McGuire, PE PO Box 10192 S. Bend, IN 46680 574-367-8305 w.rywar.p.xam APB Pole Barns AlE: 07/26/17 ENSIONS: AMM SILL: 11X17 SCALE 170.• = 1' N 3 of rCustomer: Site Information ALPINE Nn . Alpine, an ITW Company 2820 N. Great Southwest Parkway Grand Prarie, TX 75050 www.alpineitw.com obDescription: Clayton Homes Wamer ddress: `Job Number.. APBPOL 9433 City, State, Zip. rJob Engineering Criteria: Design Code: IBC 2012 Wind Standard: ASCE 7-10 Wind Speed (mph): 115 View Version: 16.01.01.0710.13 JRef #: 1 W2e90610001 Roof Load (psf): 40.00- 5.00- 0.00- Floor Load (psi): None 5.00 This package contains a job notes page, 2 truss drawings and 0 details. Item 1 Seal # 191.17.1411.11347 Truss T01 Item Seal # 2 191.17.1412.06840 Truss GE1 I r�`'O REC7s °*''' ast;Qti�� •c) 1px 23837 x i :07110/2017 i4NA1. Printed 7/10/2017 2:12:13 PM Job Number: APBPOL 9433 Clayton Homes Wamer Truss Label: T01 Ply: 1 Qty: 9 SEQN: 235174 / T4 FROM: 1 COMN Cust: R9061 JRef: 1W2e90610001 DrwNo: 191.17.1411.11347 / GO 07/10/2017 fo co 9'6"7 18' A 9'6"7 4 12 5X5 B 8'5"9 1 26'5"9 36' H1D14 C 45X5 D 9'6"7 a) a (a) I 184X10 5X14(A6R) I i-0 7'5"1 1'11" D 9'4"11 Loading Criteria (psf) TCLL: 40.00 TCDL: 5.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 50 00 NCBCLL: 0.00 Soffit: 2.00 Load Duration: 1 15 Spacing: 54.0 " H 1113X4 Wind Criteria Wind Std: ASCE 7-10 Speed: 115 mph Enclosure: Part. Enc Risk Category: 1 EXP: B Mean Height: 15.00 ft TCDL: 2 4 psf BCDL: 2 4 psf MWFRS Parallel Dist: 010 h/2 C&C Dist a: 3.60 ft Loc. from endwall: Any GCpi: 0.55 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP 2400f -2.0E Bot chord 2x6 SP 2400f-2 OE Webs 2x4 SP #2 :Lt Wedge 2x6 SP #1::Rt Wedge 2x6 SP #1 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) Continuous lateral restraint, equally spaced on member Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 36.00 BC 99 0.15 35 85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed for unbalanced snow loads. Wind Wind loads based on MWFRS with additional C&C member design 8'7"5 18' G =8X10 8'7"5 F 13X4 Snow Criteria (Pg,Pf in PSF) Pg: 40.0 Ct: 1.1 CAT:1 Pf: 29.6 Ce: 1.2 Lu: - Cs: not used Snow Duration: 1 15 Code / Misc Criteria Bldg Code: IBC 2012 TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE, HS 2675 1114X10 J 5X14(ABR) 7'51 11110 34'0"6 36' DeflICSI Criteria PP Deflection in loc Udefl VERT(LL): 0.550 G 778 VERT(TL): 0.756 G 566 HORZ(LL): 0.182 F HORZ(TL): 0.250 F Creep Factor: 1 5 Max TC CSI: 0.987 Max BC CSI: 0 970 Max Web CSI: 0.897 LJ# 240 240 • VIEW Ver: 16.01.01D.0710.13 oo RE 7 8*�1M�eZ t 23837 J C7 a O- a d?.*f!!" 1rM 07/10/ 017 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W I 4050 /653 /1239/- /173 /8.5 J 4050 /653 /1239/- /- /8.5 Wind reactions based on MWFRS 1 Min Brg Width Req = 3.4 J Min Brg Width Req = 3.4 Bearings 1 & J are a rigid surface Based on Fcperp = 805 psi Members not listed have forces less than 375# Maximum Top Chord Forces Per PIy (lbs) Chords Tens.Comp. Chords Tens. Comp. A - B 3461 -9660 C - D 2563 -6760 B - C 2563 -6760 D - E 3461 - 9660 Maximum Bot Chord Forces Per PIy (lbs) Chords Tens. Comp. Chords Tens. Comp. A - H 9008 -3061 G - F 9001 - 3063 H - G 9001 -3062 F - E 9008 - 3062 Maximum Web Forces Per PIy (lbs) Webs Tens.Comp. Webs Tens. Comp. B - G 1205 -3036 G - D 1205 - 3036 C - G 2345 -745 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses req ire extreme cafe in fabricatirt iraodlln shl in mslalling,and bracing. Refer to and follow the latest edition of (SCSI (Building Component ty Information, by TPI and SBGA)1or practices pnor to performing these unctions. Installers shall pr de temporary brawn r 6 ) Unless noted olherwise,top chord shwa bave properly attached aructuial sheathing and oltolr] chord shall a �pe y attaeisg�ngrigid ceiling. Locations shown for rmanenf lateral ressltrrarnl W webs shallhave bracing In aed per 6CSI seclions B3, B7 or B10, as app€iracie. Apply plates to each face of truss andposition as shown above and on the Joint Delails, unless noted otherwise. Refer to drawings 160A -Z Celli plate positions. Alpine, a division of ITW B �iIild``ngp Components Group Inc. shall not be responsible for any deviation from this drewing,any failure to build the hiss in conformance with ANS!ITP1 1, or for handling,shipping, installation and brads irussesA eaI on thi drawing or cover page Its n this drawIng dica es acceptance of prsan Inp#ring re pons1b lily solely forth dos n hown. The suithbility and use et this drawing for any sructure is the responsibility of the Huifding Des gner per ANSUTPI 1 S0c.22. Fpr rams inronnabon see this ipb's general nates page snd these web eileu- ALPINE' wvnv alpinaitw.psm; TPI. wom..tpinsl.orp; SECA wvw.sbanOuslry.Com. ICC wvnv.icesefe.e ALPINE 2820 N Great Southwest Parkwa Grand Prairie, TX 75050 Job Number: APBPOL 9433 Clayton Homes Wamer Truss Label: GE1 Ply: 1 Qty: 2 SEQN: 235177 / T5 FROM: GABL Oust: R9061 JRef: 1W2e90610001 DrwNo: 191.17.1412 06640 / GO 07/10/2017 io co 5'10"14 5'10"14 12 4 9'6"71 11'10'd4 18' 3'7"9 2'4"7 6'1"2 =H1014 —5X7 E 241"2 301"2 36' 6'1"2 2'4"7 37"9 I 5'10"14 265 1 1'11"'0 1'11'#0 7'5"1 k 9'4"11 Loading Criteria (psi) TCLL: 40.00 TCDL: 5.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 50.00 NCBCLL: 0.00 Soffit: 2 00 Load Duration: 1.15 Spacing: 54 0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 115 mph Enclosure: Part. Enc. Risk Category: I EXP: B Mean Height: 15.00 ft TCDL: 2.4 psf BCDL: 2 4 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.60 ft Loc from endwall: Any GCpi: 0 55 Wind Duration: 1 33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x6 SP 2400f -2.0E Bot chord 2x6 SP 2400f -2.0E Webs 2x4 SP #2 :Lt Wedge 2x6 SP #1::Rt Wedge 2x6 SP #1: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) Continuous lateral restraint, equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(In oc) Start(ft) End(ft) TC 24 0.00 36.00 BC 98 015 35.85 Apply purlins to any cho:cts above or below fillers at 24" OC unless shown otherwise above. Loading Truss designed for unbalanced snow loads Wind Wind loads based on MWFRS with additional C&C member design 1114X10 V 5X16(81) 87"5 87"5 + 7,51 + 1'11'30 34'0"6 36' 18' Snow Criteria (Pg,Pf in PSF) Pg: 40.0 Ct: 1 1 CAT: I Pf: 29 6 Ce: 1.2 Lu: - Cs: not used Snow Duration: 1 15 Code / Misc Criteria Bldg Code: IBC 2012 TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE, HS 26'7"5 DeflICSI Criteria PP Deflection in loc L/defl VERT(LL): 0.530 K 807 VERT(TL): 0.729 K 587 HORZ(LL): 0.189 J - HORZ(TL): 0 260 J - Creep Factor: 1 5 Max TC CSI: 0.795 Max BC CSI: 0.982 Max Web CSI: 0.572 U# 240 240 VIEW Ver: 16,01.01D.0710.13 Horizontal gable webs are spaced 30.0" o.c. max. Lateral restraint (designed by others) perpendicular to the plane of the member is required at each end of the gable hollzontal studs and at 24"o.c. intervals. This restraint is a result of wind applied to the wide face of the member. Refer to BCSI for proper required lateral restraint. ""Transfer of diaphragm loads by building designer.*** End Wall shall be braced to prevent hinge effect. (designed by others) Refer to appropriate gable web bracing detail for bracing gable horizontal webs and uplift reactions. mfr +}+4► " o REG, oBuo ■� `. do �P(St =a 23837 ; ♦ Maximum Reactions (lbs) Loc R /U / Rw /Rh /RL /W U 4050 / 653 / 1239 / - / 173 / 8.5 ✓ 4050 /653 /1239/- /- /8.5 Wind reactions based on MWFRS U Min Brg Width Req = 3.4 ✓ Min Brg Width Req = 3.4 Bearings U & V are a rigid surface Based on Fcperp = 805 psi Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (lbs) Chords Tens. Comp. Chords Tens. Comp. A - B B - C C - D D - E 3602 9959 2956 -8403 2645 -7032 1638 -4538 E - F F - G G - H H - I 1638 2645 2956 3602 - 4538 -7032 -8403 -9959 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - L 9340-3233 K - J 9268 - 3196 L - K 9268 - 3197 J - I 9340 - 3232 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp Webs Tens. Comp. C - K 484-1826 K - G 484 -1826 E - K 1410 -322 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp Gables Tens. Comp. B - M 714 -1448 M - N 630 -1297 D - P 1127 -2503 N - Q 625-1313 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses req ire extreme cafe in facabng handling, shipping, installing,and bracing.Refer to and follow the latest edition of BCSI Building Corrlponent (et IIn �ormat:on. byTPI and SBCA) tior safelyf radices poor to perfo8ming these fuhchons Installers shalt pr 'yrde ternporary bracing per BLb yLinless noted otherwise,top chord shall hove properly attached slructuual sheathing end bottom chord shall hav a properly attached rigid cedlrl Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10, as applicable. ApiEy plates to each face, 01 truss and position as shown above and on tthe Joinrfetails, unless noted otherwise. Pearl° drawings 160A -Z fiOr standard plate positions. Alpine, a division of ITW Bu'Idfrt ccompos nigg Gropup Inc., shall not be responsible for any deviation from this drewin any failure to build the truss in 4n rm ancewith ANSIITPI 1, or for hapillinq, shipping, installation end brawn of trussesA seal on thI drh' ing or cover page - • Rating this win Intticattes acceptance of proTessionaT engineering responsibility solely for the des n shown. The suitability and use 0! this arawrng for any structure is the responsibiity7ofthe Building Designer per ANSI/TP 1 C.2. For more .reennetloe see lhiajob's soma' noses page aria these web sites: ALPENE. wnw.elpineitw.cam; TPJ. wnw.ipinsl. erg; S8CA www.siscin&eelry.cvm. ICC: tiwm. icrse a nrg P • F Q- R R - T T - H 1127 -2500 625 -1313 630 -1297 714 -1448 ALPINE 2820 N. Great Southwest Perkwe J Grand Prairie, TX 75050