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Home My WebLink AboutB17-1414 001-140-02980:1 03MMA38 s iAtSSJ 3a.UNMO3una L #1RBid ;lIM� F 1*0 ? ''a' 14 hi€ � ��_L!LL�:'�llili� I'�� Iltl ;�Lu_U'I�f�II�'�r II Iltll ILL:._ _�� -- 1 �I L_ it ROSS P. SHOAF, Civil Engineer Phone: (530) 749-0142 ENGINEERING CALCULATIONS and STRUCTURAL ANALYSIS For DETACHED LAUNDRY ROOM for MR. SUNNY DHAMI BUTTE COUNTY Location: 359 Aleut St., Biggs, California BUILDING DIVISION APN: 001-140-029 APPROVED Job Number 17-144 Date: lune, 20 0 BUTTE (Total 7 sheets) COUNTY JUL 12 2017 '6FC�7s1o'v DEVELOPMENT P. S �yl F2 SERVICES 0 '.' o X1 PERMU BUTTE COUNlY DEVE' OPMENT SERVICES el 0 0 ED IF"OR E x p J/?' ON C DATE C I'v I OFC Code applicable to this project is: 2016 CBC & ASCE 7-10, as amended. PROJECT: DkOVIAt LAUrj Ross P. Shoaf, Civil Engineer Phone: (530) 749-0142 Job No.: ' Date: Sheet i of L tt if 114 S f Ae-) IS LL_ 40 4b ?5� -- K y -IS - 43(rj L 5=1-7 %'7 ty =01 PROJECT: 359 Aleut Laundry Bldg - - Ross P. Shoaf, Civil Engineer Job No.: 17-144 (530)749-0142 +q Date: 6/21/17 Sheet ?.of ` CRITERIA ASCE 7-10 DESIGN WIND WIND CODE: Uniform pressure both ways on building = 20.8 psf Conservatively taking the worst pressure in Linear pressure on comers of exterior walls both ways on building = 32.3P If both directions. Governing combination = 0.6 D + 0.6 W V ASD = 0.6 20.84 = 12.5 psf ASCE 7-10 V ASO = 0.6 32.27 = 19.4 plf SEISMIC SEISMIC CODE: E = 0.08 D 0.60 D + 0.70 E V ASD = 0.700 008 = Description: Roof ROOF DL R1 Roofing 3 Sheathing 1.5 Frame 3 Ceiling 2 Insulation 1 Sprinkling Frame 3 Misc. TOTAL 10.5 FLOOR DL El WALL DEFAULTS: fixity FI to FI It Fir thickness, ft Level 3 Level Level Cantilever 8 7.4 0.06 D Description: Ext Wall WALL DL W1 Stucco 9 Sheathing Frame 3 Gyp. Bd. 2.5 Insulation 0.5 Misc Other TOTAL 15.0 LIVE LOADS LL (Psf) Dur. Roof 20 125 Snow Floor Deck Foot Print of bid = 48 sf Roof Pitch = 12 :12 PARTITION DL (Apply 100% to floors and 50% to roofs) LIGHT 5 psf MOD 7.5 psf HEAVY 10 psf V HEAVY 11.5 psf Building Ht. = 15.4 ft Mean building Ht. = 11.7 ft — 1 -- - 1 11 11A - PROJECT. 359 Aleut Laundry Bldg Ross P. Shoaf, Civil Engineer Job No.: 17-144 (530)749-0142 Date: 6/21/17 Sheet of STRIP WORKSHEET (R, F) H V —� Dead Load resisting moment based on: h W Wind 0.6 D Seismic 0.6 D T b SHEAR PANEL WORKSUFc r w4A -- Il .-L- ... ___ ---L ! _I. ,_a II IL dL .._. L JI !. _.:_ __j _. __.I I -_.i_. 1_._- -_-.-_ PROJECT: 359 Aleut Laundry Bldg. Ross P. Shoaf, Civil Engineer Job No.: 17-144 (530)749-0142 Date: 6/21/17 Sheet 4 of e COMPUTATION TABLES Zone Wall Wall as. Shear lbs #cr 210 Max Panel Shear, If Ave Panel Shear If USE Zone Panels ft Ri Wind P rho'E v wind v seismic v wind v seismic Cantilever A _ B 6 3 _.O _ 703 _.. _ _ .. 129 177 _ ?r .. 117 22 - DESCRIPTION 3/8" OSB w/8d @ 6 & 12 — _. _ C_ _ _ 8 0 _ U 885 765 _.. 152 295 1 _ 295 51 �12 3/8 OSB w/8d 6 & 12 _ _ $. 922 94 84 .... 96 12 _ 96 - _ _ - - 3/8 OSB w%8d @ 6 & 12 ..._ ------------- 115 .. 0 115 10 3I8" OSB w/8d @ 6 &.12 Shear distrihutinn hn-rt nn- D-1 M -11 - Panel -11 . Panel _1. Zone D v #nd 922 rhoseismic n ° #cr 210 # L 1470 FDLTotal �� 0 Fixity Holdown Load # USE Twind Tseismic Holdown Sim son CAT. # _ C 765 3 8 210 _. 1380 1680 0 Cantilever 49 4� :r No holdown for less than 200# 3 . A_ 703 473 1155_.._ _ 1590 Cantilever 18 411 STABLE- No holdown required _ ._ __ _ .. 3 _ 885 441 375 _ 0 ._ .._ 1628 Cantilever 74 _ V 36£i No holdown for less than 200# 0 _ _ _ 816 Cantilever _ 1171 40 LTT19 w/ 5/8" AB & 2x w/ 8-10d fico QCICARIn oCnr r.rnw w.wv nw a. -- Level Dir. BASE SHEAR Most heavil loadedpanel r max rho pnI # Iw V nl Level Level F -B S S 281 178 4 2 3 8 152 94 1.804 0.662 1.00 1.00 r max = Vpnl ` (10 / Iw) / (Base Shear) rho = 2 - 20 / (r maxsgrt(AB)) Ab = foot print area = 48 sf Roof Sheathing: USE 7/16" w/ 8d @ 6&12 -v j j ( � I i ..uc,, Put> Vf -C 0 PROJECT: 359 Aleut Laundry Bldg. Ross P. Shoaf, Civil Engineer (530)749-0142 Job No.: 17-144 Date: 6/21/17 Sheet S of ASCE 7-10 Chaper 28 Envelope Procedure MWFRS Low -Rise Buildings Table 28.2-1 Step 1 Determine risk category of building, see Table 1.5-1 Risk Category: I Step 2 Determine the basic wind speed, V for applicable risk category see Fig 26.5-1 A, B or C V = 100 mph From Figure 26.5-1C Step 3 Determine wind load parameters: Kd = 0.85 Table 26.6-1 Exposure category: D Topographical factor, Kzt= 1.0 See Section 26.8 and Fig. 26.8-1 Enclosure classification, see section 26.10 _ ENCLOSED Internal pressure coefficient = +/- 0.18 See Section 26.11 and Table 26.11-1 Step 4 Determine velocity pressure, Kh Table 28.3-1 mean roof height, h = 15 ft (From design criteria 11.7 ft) Kz = 1.03 Step 5 Determine velocity pressure, qh EQ. 28.3-1 qh = 0.0026 1.03 1.0 0.85 100 ^2 = 22.41 psf Step 6 Determine external pressure coefficient, (GCp), using fig. 28.4-1 for flat roofs and gable roofs. roof slope = 30-45 degrees (GCp) CASE A CASE B building surface: 1 4 5 6 0.56 -0.37 0.4 -0.29 building surface: 1E 4E 5E 6E 0.69 -0.48 0.61 -0.43 Step 7 Calculate wnd pressure, p, from Eq. 28.4-1 Surfaces 1-4 direction: (Wall ends) P1 = ( 0.56- -0.37) 22.41 = 20.84 psf Surfaces 5-6 direction: (Gable ends) P2 = ( 0.4- -0.29) 22.41 = 15.46 psf Compute corner edge added wind loads Building Footprint: Overall width X Overall length 6 ft X 11.5 ft a = 3 ft See Fig. 28.4-1 note 9: CASE A: Surfaces 1 E -4E corners: P 1 E _ ( 0.69- -0.48) 22.41 = 26.22 psf a= 3 f Additional corner pressure = (P 1 E - P1) 2a = (26.2 -20.8) 6= 32.27 plf CASE B: Surfaces 5E -6E corners: P2E _ ( 0.61 - -0.43) 22.41 = 23.31 psf Additional corner pressure = (P2E - P2) a = (23.3 -15.5) 3 = 23.53 plf IC LJ— 1 PROJECT: 359 Aleut Laundry Bldg. Ross P. Shoaf, Civil Engineer - Job No.: 17-144 (530)749-0142 �{ Date: 6/21/17 Sheet l of / SEISMIC LOCATION OF SITE: CITY OF BIGGS Zip Code: 95917 INPUT DATA Seismic Parameters Site Coordinates Ss = 0.595 Let = S1 = 0.270 Long = Site Class = D Stiff soil profile MCE Fa= 1.32' Fv = Seismic Use Group = II IE = 1 building height, hn = 11 It Number of stories = 1 (excluding basement) Diaphragms are Flexible Structure is Regular 1. Bearing Wall Systems -15. Light -frame (wood) walls sheathed with wood structrual panels rated for shear resistance or steel sheets. Light frame construction? TRUE Response Modification Coeff, R = 6.5 system over -strength factor, omega. = 3 Deflection amplification factor, Cd = 4 Detail according to reference: 14.1 and 14.5 Limitations: Max building height restneticn in seismic design category D = 65 Max building height restriction in seismic design category E = 65 Max building height restriction in seismic design category F = 65 ANALYZE DATA FOR MCE SMS = 0.595 1.32 = 0,788 SM1 = 0.270 1.86 = 0.502 SDS = 0.666 0.788 = 0.525 SD1 = 0.666 0.502 = 0.334 Seismic Design Category based on SDS D based on SD1 D SEISMIC DESIGN CATEGORY =1 D SIMPLIFIED ANALYSIS OF SECTION 12.8.1.1 Te = 0.12 IE Sds Max Min Cs= V= 1 0.52 = 0.08 0.4 0.02 USE: Cs = 0.08 6.5 R Design Maps Summary Report User -Specified Input Report Title 359 Aleut Laundry Bldg. Wed kine 21, 2017 22:45:59 UTC Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE -2N (which utilizes USGS hazard data available in 2008) Site Coordinates 39.413430N, 121.70536OW Site Soil Classification Site Class D - "Stiff Soil" USGS-Provided Output SS'8SE-2N 0.595 g SXS,BSE-2N 0,788 g S"BSE-2N 0.270 g SX1,BSE-2N 0.503 g flcr4ZCMtd Spectrum Neiod, T (se -c) Vtrticd, Spectrum P er I-- T 19 e-0 - --------- Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 0 6/21/17, 3:46 P1 https: / / earthq u ake. usgs.gov/ cn I /desig nm a ps / u s / su mmary. p h p?tem plate =... = s 1 n g le . 5 94af7 2 5 3 c660 1.9 9 8 0 5 90 1&re portTitle = 3 5 9 +Al e ut+ Lau nd ry+ B I dg . Page 1 of 1 -II ! - - J!- _ _ELL] y.. „; Get gat Long trom Aaaress t.onven: Hoaress to t.00rainates -- - Q- LatLong. net » Home , Address to Lat Long » Lat Long to Address , Lat Long to DMS » DMS to Decimal Degrees » Latest Places >> Country List » Add Place >> Lat Long to UTM » +LatLong » @latlong_net Get Lat Long from Address By using this geographic tool you can get the lat long coordinates from an address. Please type the address which would include the name of the city/town, state and street name to get more accurate lat long value. Also, the gps coordinates of the address will be calculated below. Address f!5Ea�sT,' s, ca t Write city name with country code for better results. Latitude Longitude 39.413430 121 705364 Lat Long GPS Coordinates Map Mouse Over Location (39.413430, -121.705364) 390 24'48.348" N (9.913391, -23.181152) 1210 42' 19.3104" W Share this location link Location page url http://www.latlong.net/c/?lat 39 413430&long= 121.705364 http://www.lationg.net/convert-address-to-lat-long.htmI Page 1 of 2 Ross P. Shoaf, Civil Engineer 6970 Marysville Road Browns Valley, California 95918 TO: Responsible Building Official Date: �'0 (7,01% Project: Owner Location: -35t36�5 CA 14A 1 APN: Jb _ I � -024 TRUSS DESIGN REVIEW Truss Company: 14 5,5 - Package SPackage Dated: &13012-0o This is to advise that I have reviewed and approved the truss design package for general conformance to my design requirements for the referenced project. This review does not include checking or analysis of the actual truss calculations but rather overall design compatibility, including dead and live load criteria, drag truss requirements, if any, concentrated point loads, etc. Please note also that the truss design calculations may result in `non -truss' roof related loadings (such as resultant column loads to footings) that vary from those computed by the project engineer due to more conservative design criteria. In such cases the project Engineer's calculations will normally be used for such `non -truss' elements. Respe lly submitted, Ross Shoaf, Project Engineer BUTTE COUNTY BUILDING DIVISION APPROVED �. �� P Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530) 538-7601 Fax (7530) 538-7785 DEVELOPMENT SERVICES www.buttecounty.net/dds Guards and Handrails (Residential) Purpose ,L SPAONG SO THAT The 2016 California Residential Code states specific 4" PN£RECA NOT PASS requirements regarding guards and handrails in THROUGH residential homes to ensure a safe environment. This handout is intended to provide you with the SPHERE 4 3/8"CAP4NOT necessary information that will help you build safe PASS THROUGH and secure guards and handrails in your home. EV Guards CRC Section R312 Required Guards shall be located along open -sided walking surfaces, including ramps, stairs, and landings, that are located more than 30 inches measured vertically to the floor or grade below at any point within 36 inches horizontally to the edge of the open side. *Note: Insect screening is not considered as a guard. Height Required guards at open -sided walking surfaces, including stairs, porches, balconies or landings, shall be not less than 42 inches in height measured vertically above the adjacent walking surface or the line connecting the leading edges of the treads. Exceptions: 1. Guards on the open sides of the stairs shall have a height of not less than 34 inches measured vertically from a line connection the leading edges of the treads. 2. Where the top of the guard also serves as a handrail on the open sides of stairs, the top of the guard shall not be less than 34 inches and not more than 38 inches measured vertically from a line connecting the leading edges of the treads. (Refer to the figure at the top right) FORM NO TMANGLE AREA FORMED SYTREAD, M,SE1,AND u t_ so THAT 6"SPHERE CANNOT PASS Max Stair Riser 7 3/4" TH1�Oti GH Min. Stair Tread 10" Opening Limitations Required guards shall not have openings from the walking surface to the required guard height which allow passage of a sphere 4 inches in diameter. (Refer to the figure above) Exceptions: 1. The triangular openings at the open side of a stair formed by the riser, tread and bottom rail of a guard shall not allow passage of a sphere 6 inches in diameter. 2. Guards on the open sides of stairs shall not have openings which allow passage of a sphere 43/8 inches in diameter. Page 1 of 2 Handrails CRC Section R311.7.8 Handrails shall be provided on at least one side of each continuous run of treads or flight with four or more risers. Height Measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 inches and not more than 38 inches. Exceptions: 1. The use of volute, turnout or starting easing shall be allowed over the lowest tread. 2. Where handrail fittings or bendings are used to provide continuous transition between flights, transition at winder treads, transition from handrail to guardrail, or used at the start of a flight, handrail height at the fittings or bending shall be permitted to exceed 38 inches. Continuity Handrails for stairways shall be continuous for the full length of the flight, from a point directly above the top riser of the flight to a point directly above the lowest riser of the flight. Handrail ends shall be returned or shall terminate in a newel posts of safety terminals Handrails adjacent to a wall shall have a space of not less than 1'/2 inch between the wall and the handrails. W Figure 1: Acceptable hartdi ail designs. Other gri HANDRAIL PERIMETER > 61/4 1N. 11/4 Ill. TO 2 3/4 1,1 1. 3/4" 13/4" 7/3" GRASPABLE FINGER RECESS AREA I.5REQUIRED ONBOTH >5/16" Exceptions: 1. Handrails shall be permitted to be interrupted by a newel post at the turn. 2. The use of a volute, turnout, starting easing of starting newel shall be allowed over the lowest tread Grip Size All required handrails shall be of one of the following types or provide equivalent graspability: 1. Type I: Handrails with circular cross sections shall have an outside diameter of at least 1'/ inch and not greater than 2 inches. (Refer to Figure 1 HANDRAIL WITH CIRCULAR 1114" MINI 2" MAX DIAMETER CIRCULAR HANDRAIL they provide an equivalent HANDRAIL THAT 15 NOT CIRCULAR M LIST HAVE PERIMEMR CiF4" MIN AND 6114" MAX wrrHA MAX CRO'1 5 SECTION DIMIENSION OF 21/x" 0.011, m� RADIUS NONCI RCU LA R HAN DRA I'L Page 2 of 2 "Servinq The Best Builders" 4011 Sierra College Blvd., Loomis, CA 95650 Phone (976) 652-4655 Fax (976) 652-3860 5033 Feather River Blvd., Olivehurst, CA 95961 Phone (530) 743-8855 Fax (530) 743-8856 WWW.GOHOMEWOOD.COM I ir4 .gels asTimiiaora'il.�ME BUTTE COUNTY BUILDING DIVISION APPROVED Client: Sunny Dhami Proiect: Porch Addition 359 Aleut St. Biggs, CA Truss Designer: Bryan Wagner B[yanw@homewoodbuildingsupply.com Phone- (530) 743-8855 PERN41T BUTTE COUN_rf DE, 'IE-10PPOEN - F S E- VICES REE V 1 E W!-'-- D 0R CODE C—*'M1f-!"_._!ANCE r DATE !77L/a--i-t-6___ - By_ Ji__� __ Tracking / Work Order # 1390617 L CECA-- AlALPINE Engineering eJob 6/30/2017 This eJob is prepared exclusively for: Homewood Truss (5824) 5033 Feather River Blvd. Olivehurst, CA 95961 Work Order: 1390617 Job Customer: Vicente Robles Job Name: Porch Addition Job Address: 1013 Ramirez Street Marysville Ca. Alpine ID: T571199.J600153 I hereby verify that this document was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 PDF created with pdfFactory trial version www.pdffacto mrn Engineering eJob 6/30/2017 Table of Contents Page No. Truss Label Page No. Truss Label Page No. Truss Labe 01 2 P1 3 PF 4 PG Page 1 Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 PDF created with pdfFactory trial version www.pdffactory:com Engineering eJob 6/30/2017 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 PDF created with pdfFactory trial version www.pdffactory.com ALPINE INE Engineering eJob 6/30/2017 Required Details* Other Available Details* htto://www.itwbcg.com/trussconnections_r)hl2 *Sealed versions of these details are available upon request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 PDF created with pdfFactory trial version www.pdffactory:com L u u C Job Name: Porch Addition Truss ID: 01 Qty: 2 ERG X -LOC REACT SIZE REO'D Tc 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT RFACTION(S) 1 0- 1-12 394 3.50" 1.SD" 1-12 BC 2x4 DFL #1 & Btr. Fabr cation Tolerance = 20.0% Support C&C Wind Non -Wind 2 4- 360 3.50" 1.50" Kcr (creep factor) = 3.00 Joint Detail Sheets for Bearings designed for n FcPerp value of the lesser the truss lunber value or 1 -70 lb 2 -70 lb MAX DEFLECTION (span) Refer to QC Cq factors d Rotational Tolerances. of chord 625 for all bearings. This truss is designed using the L/999 MEM 4-5 (LIVE) LC 42 Loaded for 10 PSF non -concurrent BCI -L. IRC/IBC truss plate values are based on ASCE7-10 Wind Spenfi cation L= -0.03" CC= -0.01" CL= -0.05" Loaded for 200# non -concurrent moving BCLL. for testing d approval as required by IBC 1703 AN in ESR -1118. Bldg Enclosed = Yes, Truss Location - Not End Zone CRITICAL MEMBER FORCES: TC COMP. (DUR.)/ TENS.(DUR.J CSI Heel plates analyzed eccentricity. Not designed for attic storage unless and and are reported PLATING BASED ON GREEN LUMBER VALUES. Exp Category = C Bldg Length = 10.00 ft, Bldg Width 11.50 ft 1-2 -162(1.25)/ 45(1.60) 0.09 noted otherwise. Mean roof height = 9.41 ft, mph = 110 2-3 -162(1.25)/ 45(1.60)) 0.09 1131dg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2401 Occupancy Category II, Dead Load = 13.2 psf BC COMP. (DUR.)/ TENS. (DUR.) CSI Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding 4-5 -6(1.60)/ 86(1.25) 0.23 Tributary Area = 10 sgft 12.00 12.0 tgow 4 1-30 No: C 58005 CIVIL�,,�i��P OF CptW' All connector plates are ALPINE Wave 20 ga., unless preceded by "H° for High Strength 20 ga., "S" for Super Strength 78 'a 'a Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 6/30/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru s **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Vi cente Robles (� *tv IMPORTANT** FURNISH THIS DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drie K 1390617000 ^ require extreme care In fabricating, handling, shipping, installing and bracing. Referand follow the latest edition of SCSI (BuildingBC Component temporary bracing SCSI. Unless J D : Dve�L1390617_L00007_] Dsgn r:: 45 BW #LC = 45 WT/PLY: 28# V VTrusses mf Sa00001 tallers shall provide per fety Information, by TPI and WlCA) for safety practices poor to performing these functions. Installers noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 sf Li veDu r L=1.2 $ P=1.2 $ //�� AL for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss andP poaieon as shown above and on the Joint Details report unless noted ntheiwim. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 Alpine, adiVsionofITWBuilding Components Group Inc., shall not beresponsible for any deviation from this drawing,any failure tobuild the Wssin TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITw COMPANY conformance with ANSIrrPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Li ve 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prilde, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sites: ALPINE: TPI:wwvitpn,torg WTCA: ICC 1131dg Code: CBC -2016 DEFL RATIO: L/240 TC: L/2401 I ui 0 CD v CD Q Q 0) 0 �O CD _a O CL 0 n rK O n O Job Name: Porch Addition Truss ID: P1 Qty: 2 BRG X -LOC REACT SIZE REO'D TC 2x4 OF #1 & Btr. Designed per ANSI/TPI 1-2014 W0: Drive -M-13906171-000 1 3- 7-12 854 3.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% UPLIFT REACTIONCS) Support 2 11- 4- 4 420 3.50" 1.50" WEB 2x4 DFL STANDARD Kcr Ccreepp factor) Bearings designed for n Ft Per value of the C&CfiBi ib Non -Wind MA DEFLECTION (span) P 3.00 Refer to Jo nt QC Detail Sheets for lesser of the truss chord lumber value or for permanent lateral restraints If-b-1,11have bracing mess noted BCrwise.ions 83,B7 or B70, as applicable. Apply plates to each face of truss and poainonasswwnabove and Details L/566 MEM 6-7 (LIVE) LC 51 Cq factors and Rotational Tolerances. 625 for all bearings. IRC/IBC truss plate values are based HORIZONTAL RFACTION(S)) L= -0.16" CC= -0.15" CL= -0.30" MAX DEFLECTION (cant) Loaded for 10 PSF non -concurrent BCLL. Loaded for 200!7 non -concurrent movi BCLL. on testi^ d gg apnrovaal as require^ by IBC 1703 support 1 164 1b: support 2 164 ib L/999 MEM 5-6 (LIVE) LC 45 pIATINC BASED ON GREEN LUMBER VALUErS�. Hee1�SI/TPI d ported ESR - 1118. plates a eccentricity. This truss i designed using The L= -0.02" CC= -0.02" CL= -0.04" Left overhan <s) e t to beremoved. 9Not WERHANC(S) MAY BE SHORTENED UP TO 3" MAX.! or111.for designed for attic storage unless ASCE?-10 Wind Specification Bldg Enclosed = Yes, CRITICAL MEMBER FORCES: Left Overhang Soffit loading = 5.0 psi noted otherwise. Truss Location = Not End Zone TC COMP. DDR. / TENS. DUR. CSI OL- 1 0 1.60 / 69 1.253 0.10 ALP[ NE:M^Nw.aloina'tw cora' TPI: www.tuinst ora Vd1CA: s:^:.:wsbcinduslry ora ICC: icc¢;fe ora Bldg Code: CBC -2016 Ex Cate Bldg Len9gthy= 10.00 ft, Bldg Width = 11.50 ft 1-2 -145 1.60 / 412(1.25) 0.13 2-3 -122 1.60 / 383((1.25)) 0.15 3-4 -233 1.60 Mean root he = 11.09 ft mph ll0 Occupancy Category II, Dead toad = 13.2 psf / 186 1.25 0.27 BC COMP. DUR )/ TENS ((DUR)) CSI Design as Main Wind Force Resisting System - L --rise and Components and Cladding Tributary Area = 23 sqft 5-6 -261 1.25)/ 186<1.fi0) 0.31 6-7 -88(((1.253)/ 172 0.45 ((C(1.60)))) �210(/U60) 2-fi -174 1.25 / 113 1.60 0.II 05 iW6 556 (1U25)/ OC36 L 5-9-0 i5-9-0 1 2 3 4 11.00 -12.061 AYR 1-31 3- 11-6-0 5 6 7 7-4 15 SHIP 0-5-1 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 6/30/2017 are positioned as shown above. Shift gable stud plates to avoid Overlap with structural plates, 268 - Homewood TrUS **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! COSt: Vicente Robles (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -M-13906171-000 / \ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Rater b and follow the latesledition of BCSI (Building Component J D : Dri ve1390617_L00007_J 00001 Safety Information, by TPI and w7CA) for safety practices prior to Performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r: BW #LC = 59 WT/PLY • 74# noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf LiveDur L=1.25 P=1.25 d I� IIID\\VVI II ALF��1�'l�j� (j� ONE for permanent lateral restraints If-b-1,11have bracing mess noted BCrwise.ions 83,B7 or B70, as applicable. Apply plates to each face of truss and poainonasswwnabove and Details on fITNBnmedoint ComponentsGrn,uneashallnomawiaa. Alpine, adiinANSIlTWBuilriorComponentsGroup!stall ps TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 AN ITW COMPANY tion&ot racingofousleforanytleviationfromthisdrawing,anyfailuretobuildthetrussin conformance vnth ANSIRPI i, or for handling, shipping, Installation & bracing of trusses. TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens 2820 N. Great SIN Pkwy. Grand Prairie, TX 75050 A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for is the BC Live 0.00 psf 1.15 / 1.10 / 1.10 any structure responsibility of the Building DesignerperANSI/TPI f Sec.2 BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.21 For more information sae this job's general notes page and these web sites: ALP[ NE:M^Nw.aloina'tw cora' TPI: www.tuinst ora Vd1CA: s:^:.:wsbcinduslry ora ICC: icc¢;fe ora Bldg Code: CBC -2016 DEFL RATIO: L/240 TC L/240 L u u �P' J Job Name: Porch Addition Truss ID: PF Qty: 1 Cust: Vicente Robles BRG X -LOC REACT SIZE REQ'D TC 2xa DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION (s) Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component 1 0- 1-12 311 3.50" 1. $0" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% Support CSC Wind Non -Wind v V 2 3- 6- 0 300 3.50 1.50 3 5- 0- 0 465 3.50 1.50 GBL BLK 2x4 DFL STANDARD Kcr (creep factor) 3.00 Bearings designed for n FcPer value of the lesser of the truss chord lurcher value or 1 -15 16 2 -7 16 for permanent lateral restraint of webs shall have bracing installed par BCS, sections B3, B7 or 1110, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report unless noted otherwise. 4 6- 6- 0 506 3.50 1.50 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. 625 forall bearings. IRC/IBC truss values based 3 -28 16 5 8- 2- 0 192 3.50 1.50" 6 9-10- Loaded for 10 PSF non -concurrent BCLL. Loaded for 200# -concurrent BCLL. plate are testing d approval as required by IBC 1703 4 -29 7b 5 -3 16 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building 0 263 3.50 1.50 7 11- 4- 4 226 3.50 1.50" non moving Mark all interior bearing locations. Permanent bracing nd ANSI/TPI and ar reported rn ESR-ill8. Heel Pf ates analyzed for eccentricity. 6 -19 16 7 -23 lb psf MAX DEFLECTION (span) s req red to p tint r ration/toppling. See Install i terior suPPaort(s) before ction. Building designer 71 loads HORIZONTAL REACTION(S) L/999 MEM 1-2 (LIVE) LC 62 BCSI d ANST/TPI 1. sh v ify gable nd a loads, rf apu�icable. Support 2 -259 16 L= -0.03 CC= -0.08" CL= -0.12 PLATING BASED ON GREEN LUMBER VALUES. [+ gable bracing ed a 48" intervals, degload support 6 666 lb support 7 -473 16 MAX DEFLECTION (cant) ' +OVERHANO(5)+MAY+BE SHORTENED UP 3"+MA%! se pp d to applied,to face. MBCG's Gable Bracing Details. This truss i desi the L/841 MEM OL- 1 (LIVE) LC 18 L= Overhang Soffit loading = 5.0 psf Not designed for attic storage unless ASCE7-10 Wind Spec9ficationg Bldg Enclosed =Yes, -0.02" CC= 0.03" CL= 0.01" CRITICAL MEMBER FORCES: + + + + + + + + + + + + + + + + + + + + noted otherwise. Truss Location = Not End Zone TC COMP. DUR. / TENS. DUR. CSI o1- 1 0 l.zs / 77�1.zs� 0.10 Truss designed to support 1-0-0 to chord outlookers Ex Cate Bldg Lengthy= 10.00 ft Bldg Width = 11.50 ft height -204 1.60 / 327<<((1.21>> 0.31 2-3 -59 1.60 / 63 (1. zs o. zz P and cladding load not to exceed 10 PSF one face, ogcupaoo y III Dear Los, 13.2psf1-2 gor . 3-4 -43 l.zs / 7s 1.zs 0.0 a -s 1.60 and 24" span op osi to face. Top chord may be notched Designed as Main Wind Force Resisting System - Low-rise and Components and cladding -zoo / 3zo l.zs 0. z6 s -OR o l.zs / n 1.zs o.0 1.5" dee X 3.Sp AT 48" o/c alon to ed e. DO NOT Tributary Area = 40 sgft OVERCUT.pNo knots or other lumber defects allowed to CASE #1 DESIGN LOADS ---------------- CO"BC P. (DUR.>/ TENS'. ((DUR. CSI within 12" of notches. Do not notch in overhang or Dir L. PIf L.Loc R.Plf R.Loc TC Vert 78.00 - 1- 3- 0 76.00 - 1- 0- 0 LL/TL 0.51 6-7 -259(1.60>/ z34(1. 603 0. z1 7-8 / o.oa tie pane Do not cut plates. TC Vert 89.00 - 1- 0- 0 89.00 0- 0- 0 89 0.52 8-9 8-9 / 0.18 TC Vert 79.90 0- 0- 0 s- 9- o 0.58 WB COMP. UR. / TENS. (DUR.) CSI 2-7 -488 1.25 / 1(1.60) TC Vert 141.00 5- 9- 0 79.90 11- 6- 0 TC Vert 89.00 ll- 6- 0 89.00 12- 5- 0 TC Vert 78.00 12- 6- 0 78.00 12- 9- 0 0.33 0.52 0.51 0.21 4-8 -474 1.25 / 4(1.60) 0.21 BC Vert 16.00 0- 0- 0 16.00 11- 6- 0 0.00 5 0_0 floO5-0-0O 5-9-0 5-9-0 1 2 3 4 12 00 -120.00 AYA 7-4-15 SHIP S 0-5-1 11-6-0 I� 6 1 8 9 ry_0 q 5-0-0 m m TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN tt C 58005 CIV & All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super/ Strength 18 ga. Plates are lobe positioned per Joint Detail Report. Circled plates and false frame plates 6/30/2 017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: Vicente Robles (C4) "IMPORTANT" FURNISH THIS DRAW/NG TO ALL CONTRACTORS INCLUDING THE INSTALLERS, W0: Drive -1-1390617_1000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component JD: Drive -M-13906171-00007100001 __ Safety Information, by TPI and WTCA) for safely practices prior to performing these functions. Installers shall protide temporary bracing per SCSI. Unless Dsgnr: SW #LC = 66 WT/PLY: 102# v V noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf TC Snow(Pf) 0.00 Li veDu r L=1.2 5 P=1.25 SnowDur L=1.15 P=1.15 Q O �� [� n for permanent lateral restraint of webs shall have bracing installed par BCS, sections B3, B7 or 1110, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report unless noted otherwise. IIJ�\\IJI ANITWCOMPANY Alpine, a division of ITV✓ Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance withANSIrrPl1,orfor handling, shipping, installatlon&bracing oftrusses. psf TC Dead 14.00 psf Rep Mbr Bnd /Comp /Tens A seal on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility BC Li ve 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairie, TX 75080 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 O.C.Spacing 2- DesignerperANSI/TPI t Sec.2 psf 0- 0 TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sites: Bldg Code: ALPINE: www.aloineihv.com TPI: wwwpinst oig WTCA:w algaindusby orc ICC: wnsv'ccwfeom CBC -2016 DEFL RATIO: 1/240 TC 1/24 L u 0 1 (D v CD CL CL -nIS� �♦ 0) .0 -rt 0 C CD _N 0 CL Sli 0 0 rC7 O Job Name: Porch Addition 268 - Homewood Truss Truss ID: PG Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. W0: Dri ve__1390617_L000 Designed per ANSI/TPI 1-2014 UPLIFT REACTION (s) 1 0- 1-12 282 3.SD" 1.$0" BC 2x4 DFL #1 & Btr. WEB'cr 2x4 DFL STANDARD Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind 2 1- 4- 0 222 3.$0" 1.50" 3 2- 8- 0 289 3.50" 1.50 factor) - 3.00 Refer Refer to Joint QC Detail Sheets for LiveDur L=1.25 P=1.25 Bearings designed for n Fc Per value of the lesser of the truss chord lunger value or 625 for all bearings. 1 -16 16 2 -37 lb 4 4- 0- 0 245 3.50" 1.50" Cq factors and Rotational Tolerances. TC Snow(Pf) 0.00 psf IRC/IBC truss plate values are based on lb 4 19 16 5 5- 0- 0 270 3.50" 1.50" 6 6- 6- 0 290 3.5D 1,50 Laded for 10 PST non -concurrent BCLL. Loaded for 200# n -concur ent moving BCLL. Re Mb r Brill p / Comp / Tens testing d apanroval as required by SBC 1703 ANSI/TPI 5 7 7- 6- 0 27S 3.50" 1.50" Mark all interior bearing nuilocations. Permanent bracing is cid d are eported in ESR-1ll8. Heel Tates analyzed for e c cirri cie before -10 lb 7 -9 16 B 8-10- 0 274 3.50" 1.50" red to pp eat r tation/toppling. See For more information we this job's general notes page and these web sites: Instal i terior suPPpaort(s) ction. Building designer 17 ify loads 8 -11 16 9 10- 2- 0 202 3.50" 1.50" 10 11- 4- 4 276 3.50" 1.50" BCSI a d ANSI TPI 1. PLATING BASED ON GREEN LUMBER VALUES. Bldg Code: CBC -2016 sh gable nd ea loads, if applicable. [+ bracing ed a 48" intervals, 9 -37 16 10 -16 lb HORIZONTAL REACTION($) MAX DEFLECTION (span) L/999 MEM 16-17 LIVE LC 45 (LIVE) + + + +OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! gable PP d to vnnde�ad applied, to face. See ITWBCG's Gable Road Details. 1 2 134 lb L= 0.00" CC= 0.00" CL= D.00" overhang Soffit loading = 5.0 psf This truss i desi d u the 9ne ii g support support 9 -134 16 MAX DEFLECTION (cant) + + + + + + + + + + + + + + + Not designed for+attic+storage+unless ASCE7-10 Wind S pecrficati on Bldg Enclosed Yes, support L/999 MEM OL- 1 LIVE LC 57 ( ) noted of erwise. = Truss Location = Not End Zone LOAD CASE6#ibDESIGN LOADS -----`------- Dir L.Plf L.Loc R. Plf R.Loc L= -0.01" CC= -0.01" CL= -0.02" Exp Category = C LL/TL TC Vert 78.00 - 1- 3- 0 78.00 - 1- 0- 0 0.51 CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ Mean Length m 10.00 ft Bldg Width = 11.50 ft Mean root height = 11.69 ft, mph = 110ps TC Vert 89.00 - 1- 0- 0 89.00 0- 0- 0 0.52 TENS. (DUR.) CSI OL- 1 0(1.25)/ 77(1.25) O.11 panty Cate ory IT, Dead Load = 13.2 f Designed Main Wind TC Vert 79.90 0- 0- 0 141.00 5- 9- 0 0.58 TC Vert 141.00 5- 9- 0 79.90 11- 6- 0 0.33 1-2 -225((1.60))/ 119((1.60)) 0.05 105((1:25))% 0:02 as Force Resisting System sgftts and Cladding TC Vert 8Vert 9.00 11- 5- 0 89.00 12- 6- 0 0.52 BC 6- 3-4 39((1:60)) 19(1.60) TributarysAr ad=C40 Vert 16.00 0- 0 16.00 ll- 6- 0 0.00 5-6 97(1.25)% 0.02 02 6-7 -97(1.25)/ 9(1.60) 0.02 7-8 -91 1.25)/ 19 1.60) 0.02 8-9 -105 1.25)/ 39(1.60) 0.02 9-l0-17s<(1.ISO) 90((1.60>>>> 0.03 Truss designed to support 1-0-0 top chord outlookers 10-11 -zz0 1.25 / .6o o.os and cladding load not to exceed 10 PSF one face, 11 -OR oC(1.zs))/ 771. 25 0.11 I and 24" span opposite face. Top chord may be notched BC CDMP.(DUR.)/ TENS.(DUR.) CSI 12-13 1.5" deep X 3.5' AT 48" o/c along top edge. DO NOT -35(1.60)/ 134(1.25) 0:02 13-14 OVERCUT. No knots or other lumber defects allowed 14-1s / 0.03 within 12" of notches. Do not notch in overhang or 15-16 / 0.03 17 0.0a 5-9-0 5-9-0 heel panel. Do not cut plates. 02 17-18 0.18-19 1 3 4 6 7 8 9 1011 0 19-20 / 0.D4 1f 2.00- -1d 20-21 -35(1.60)/ 134(1.25) 0.06 WB COMP. (DUR. / TENS. (DUR.)))) CSI 2.5X4 z-13 -loo 1.zs / 36(1.60) 0.01 3-1a -1ss 1. zs / zz 1.60)) 0.0z 4-15 -135 1.25 / 14 1.60 0.04 1.5X3 1.5X3 5-16 -72 1.25 / 0.03 7-17 n(1.zs)/ 0.03 1.5X3 1.5X3 9-19 -155(1:25)% 2�C7:�3 0:0� 10-20 -100 1.zs / 36(1.60) 0.01 5-16 -72 1.25 / 0.03 6-2-1 1.5X3 _2_ 1.5X3 7-v -72 1.25 / 0.03 715 1.5X3 1.5X3 SHIP 2X4 2X4 0=51 a=51 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 ��pp 11-6-0 I� 12 13 14 15 16 17 18 19 2( 1 OVER CONTINUOUS SUPPORT iF C 58005 CIVIL All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled prates and false frame plates 6/30/2017 are Positioned as shown above. Shift gable stud plates to avoid overlap with stmctural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: Vicente Robles (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve__1390617_L000 require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow the laust,d ur," of BCSI (Building Component ID: Dri ve_M_1390617_L00007_J 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgnr: BW #LC = 58 WT/PLY: 102# VTrusses Tm noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf LiveDur L=1.25 P=1.25 jj �1�j� jl for permanent lateralrestraintofwebsshallhave bracinginstalled per BCSIsections B3,87orBID, asapPlicable.Apply plates toeachfaceoftrussand Q IILIhIIIJI�Jf IIL11I�\\VVI II posibonasshown above and onthe Joint Detanareport unless noted omerwise. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 AN ITW COMPANY Alpine, a diNsion of ITW Building Components Group Inc., shall not be responsible for anydeviation from this drawing, any failure to build the truss in conformance with ANSI7TPI 1, or for handling, shipping, installation & bracing of trusses. TC Dead 14.00 psf p Re Mb r Brill p / Comp / Tens 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Live 0.00 psf 1.00 / 1.00 / 1.00 DesignerperANSI/TPI f Sec.2 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sites: ALPINE:i&yayato'ne'twcom TPI:www.toinst.ora: WTCA:wwwsbcindustrv.ora ICC:www.iccesfeom Bldg Code: CBC -2016 DEFL RATIO: L/240 TC L/24