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Home My WebLink AboutB16-2904 028-030-021+ / j ROSS P. SHOAF, Civil Engineer Phone: (530) 749-0142 ENGINEERING CALCULATIONS and STRUCTURAL ANALYSIS r r For SPRINGER RANCH BARN Location: 696 Lower Honcut Rd., Oroville California APN: 028-030-021 Job Number 16-125 (Total 9 sheets) Q�pFESSIONq� Sc, P. S /-/ LU Of 16600 Expkl?df7 CIVIL ., q OF CA\SFS Code applicable to this project is: y "' ` ` i`�" 2013 CBC & ASCE 7-10, as PERMIT# ` amended. BUTTE COUNT'•' n6.,- noMENT SERVICES REVIEWCD I OR CODE COMPLIANCE DATE BY 6 PROJECT: �PRIf�E(L (�� Ross P. Shoaf, Civil Engineer ` Phone: (530) 749-0142 ;r Job No.: I (o ' I ?.h Date: 6/1-:3/201b Sheet of LL �'rira GS .33'3 ► o I� ��5 L�= �►3 � 2.�t�1 t ��.n, (�?�� = W7 Wkw- Iz" l� w= 33�,y.t = Zai �.00� ►��-5 . � Nc� use s�'�� .�i�rw r.�,o� re.��ired } ��e'A1'�.c v ® did ,e qptoe. -e.��J rv�s irl�� - �r � ►�«(I i .%s by ►t 'rt�p �( m r2 , � � ry y •, .� .Y.-�? ' qt -G ' �SS' �r - ... 3:c y. . h.. J ....:.Y }., :.:4 t • ... :._,,:3--,s..i.s:.�c-.eri,v�'iy�:fic.::x+t �.., :r?.1�dn.-.,.-i,ora.......•.:.✓:..Ct,Y.��........_.... i_.M__=.__.�_- :,. ... PROJECT; Springer Ranch Bam Ross P. Shoaf, Civil Engineer (530)749-0142 Job No.: ) Date: March, 2017 Sheet? of!- DESIGN f _DESIGN CRITERIA ASCE 7-10 WIND WIND CODE: Uniform pressure both ways on building =17.7.: psf Linear pressure on corners of exterior walls both ways on building = 57.5 plf Governing combination = 0.6 D + V ,Sp = 0.6 17.69 = V ASD = 0.6 57.50 = ASCE 7-10 SEISMIC SEISMIC CODE: Conservatively taking the worst pressure in both directions. 0.6 W 10.6 psf 34.5 plf 0 E = 0.08 D 0.60 D + 0.70 E V nso = 0.700 0.08 = 0.05 D Description:'" Roof. _ Description: 'Ext Wall: ? ROOF DL R1 R2 WALL DL W1 ` V2 "3 Roofing 3 2 Sheathing 15'` Siding Frame 41 ' Frame 3 'r Ceiling 2.8 ;.. Gyp. Bd. 2 5 Insulation 0 S rd,! M1.': Insulation 1 Sprinkling '� +', Misc Misc. 2'' Sheathing 16 . TOTAL 13.8 TOTAL 10.1 Description:, DECK; FLOOR DL ® F1 F2 F3 LIVE LOADS LLs Dur. Covering Roof 20 125 Sub -floor >2;2 Snow Frame 5.8 Floor 40 1.00, Ceiling .. Deck Insulation ` Sprinkling Misc. TOTAL i1' 9.0 Foot Print of bld = ; _ :241))). . sf Roof Pitch = 1. . �_. %-6 :12 WALL DEFAULTS: fixity FI to FI ft Flr thickness, ft PARTITION DL (Apply 100% to floors and 50% to roofs) Level 3 LIGHT ' ;� 5, `psf Level MOD ' `'.75;:;: "psf 10.5 :. HEAVY %,:10 .;} psf Level 1 Cantilever 12 ,: a V HEAVY ;11;5 :' psf , Building Ht. = 22.5 It Mean building Ht. = 17.25 ft 0 PROJECT: Springer Ranch Barn Job No.: 4,;L M STRIP WORKSHEET Ross P. Shoat, Civil Engineer (530)749-0142 Date: March, 2017 Sheet of ZONE TRIBUTARY WIDTHS ZONE WORKSHEET Zone VI VII VIII IX x xi + Lin ft XIII XIV xv 1' strip I II III IV V 2685 2662 B r� 5839 9422 77 6136 9719 _XII 439 334 2347 D '1 Direction F -B 2347 9422 — _ — 7 9719 _- Level--—Level'1 Level1 WindExposure 116F� Roof (If) 0 Partitions 0 0 0 0_ 0 0 Total mass (#) 2_033 1227 0 _ _ 0 0 0 !0 -- 0 0 0 — 0--- 0 0 0 0 0 _ 0 0 0— 0 0 o 0 0 0 0 Wind (#) 292 314 0 0 0 Seismic # --- 11'I -- 57 0� o ZONE TRIBUTARY WIDTHS ZONE WORKSHEET Zone ? rs•' SWihd:.-:- _.. .:: Total: y DiaPhragm�',+ Seismic"selflwei ht%mass ,r.uriit;wtX:VU:ft2fX005 ;.. Total "!' { #)t' n W # + Lin ft W # _ S..:E # .. W ft2 t Ovr wrt sf E self # E tot . y'A ° 5839 7 _ 6136 2224 �,a834 tip, W1 , 461 2685 2662 B r� 5839 9422 7 7 6136 9719 2224 :.794 ae a�W1 s. 439 334 2347 D '1 2013 2013 604_. ' a VU1 i_ 334 2347 9422 — _ — 7 9719 11 . .. . PROJECT. Springer Ranch Barn Ross pShoal. Civil Engineer ' . . ^. ~.~.-''-- . Job wz` ' om w� . . , �, � ^ . ` . ~~' * vDead Load resisting moment based on: - ` ^ . » .. . . Seismic 0.6 D ' r , . SHEAR PANEL WORKSHEET PANEL ZONE HEIGHT. h i III WIDTH Strongwall 10 w -_jj FI r(s) default override b (ft) aiffness facto U type Dsf ft2 type psi I ft2 12.0 Y16 240 8 12-0 150, 12.0 AW IRV 150 12.0 96. 0M1WV;9NV 180 �14 20 . / . � . . ` � ~ � ^ ` . ^ PROJECT. Springer Ranch Bam Ross P. Shoaf, Civil Engineer (530)749-0142 Job No.: W --W ` i �/ `I �1 (� Date: March, 2017 Sheet `P of� COMPUTATION TABLES Zone Wall Panels ft Wall Ri v seismic rho E(#) Base Shear. lbs Wm # Max Panel Shear. ff Shear It USE Wind P E rho'E vwind v seismicd v seismic Zone USE Holdown (Simpson CAT. # v max If Twind Tseismic 1 C 4860 1173 690 $030 DESCRIPTION: A 36 0 6136 ?35 347 170 75 4860 _ 75 3/8"OSB w/8d(d 6 & 12B 3030 46 1 6136 _2685 £v2 2662 133 58 FAvePanel 5S 3/8" OSB w/Sd(d�12C 1173 28 0 9719 3900 2347 347 84 LTT20B w/ 5/8" x 12"AB & 2x w/ 10-1Od_lico 84 3/8" OSBw/8d @6 & 12 D 28 0 9719 '13 % 2347 347 84 1383 _ 84 3/8"OSB w/Sd @ 6 & 16 & 12_ 347 �5 B 3735 _ ii2 _ 9108 _ 3757 2880 15745 Cantilever -3763 Jlltltll Y Panel Zone v wind # v seismic rho E(#) Ra # Wm # Fa # Total u # Fixity Holdown Load # USE Holdown (Simpson CAT. # v max If Twind Tseismic 1 C 4860 1173 690 $030 180 3900 Cantilever 1329 466 LTT20B w/ 51&'x 12" AB & 2x w/ 10-10d lico _ 347 _ 2 _ C 4860 _ _ _ t 173 690 3030 180 _ 3900 Cantilever 1329 46G LTT20B wl 5/8" x 17' AB & 2x w/2x w/ 10-1 Od fico 347 3 D 4860 1173 690 3030 180_ 3900 Cantilever 1329 466 LTT20B w/ 5/8" x 12"AB & 2x w/ 10-1Od_lico 347 4 i D y 4860 1173 _ 690 _ 3030 0 3720 Cantilever 1383 412 _ LTT20B w/ 5/8" x 12" AB & 2x w/ 10-10d tiro 347 �5 B 3735 _ ii2 _ 9108 _ 3757 2880 15745 Cantilever -3763 -3237 STABLE - No holdown required _ 133 B 800 347 2732 970 1620 5322_ Cantilever -636 -1110^ STABLE - No holdown required 133 _ _6 Y 7 _ B 934 _ -4-05--- 3643 .1495 2160 _ 7298 Cantilever -1229 =1703 STABLE - No holdown required_ _ 133 8 B 667 2892125 _ 970 1350 4445 Cantilever -373 -847 _ STABLE - No holdown required 133 _ 9 A 852 373 i __ 2125 970 1350 444_5 Cantilever -106 _ -707 --'1563 STABLE.- No holdown required _ _ 170 W10 A 1193 522 3643 _ 1495 __ 2160 _ 7298 Cantilever 962 STABLE - No holdown required _ ___,� 170 _ 11 _ A 1023 447 — ' 2732 _ 970 1620 5322 Cantilever _ -369 -970 STABLE - No holdown re uired ,__ 170 12 A 1023 all 2732 _ _ 970 -1620 5322 Cantilever _ -970 STABLE - No holdown required 170 13 A 1193 532 3843 _ 1495 _ 7298 Cantilever __369 -962 _ 7563 STABLE - No holdown rec{uired _ _ 170 14 _ A _ 852 373 2125 970 _2160 1350 4445 1 Cantilever -106 -707 STABLE - No holdown required 170 Level Dir. BASE Most h SHEAR onl # avily loadedDanel r max rho tw Vont Level F -B 5347 5 28 1621 0.108 1.00 Level SS 4694 1 14 1173 0.179 1.00 Tyijo.YO 40ou- dIlgA OVYK r max = Vpnl' (10 / Iw) / (Base Shear) rho = 2 - 20 / (r max ' sgrt( As)) Ab = foot print area = 2400 sf Roof Sheathing: USE 7/16'w/ 8d @ 6&12 t�Q�% �t4stw ad l I� V fit, m �. ��` Circ � P C��t/►G e ) 5 Gr � i� ` to l'Gl V ?r.. 1 �" �f4k Able �I��Q�.. 1� HD I"7 �p�� (-4 A D = \1 o q 1� w�v cue. 5�& � 1-'A Ne- =)701,(i 0 CTw 116- 142�) PROJECT: Springer Ranch Barn Ross P. Shoaf, Civil Engineer (530)749-0142 Job No.: Date: March, 2017 Sheet 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: II Step 2 Determine the basic wind speed, V for applicable risk category see Fig 26.5-1 A, B or C V = 110 mph From Figure 26.5-1 A Step 3 Determine wind load parameters: Kd = . 0.85 Table 26.6-1 Exposure category: C 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 = 20 ft (From design criteria 17.25 ft ) Kz = 0.7 Step 5 Determine velocity pressure, qh EQ. 28.3-1 } qh = 0.0026. 0.7 1.0 0.85 110-2 = 18.43 psf Step 6 Determine external pressure coefficient, (GCp), using fig. 28.4-1 for flat roofs and gable roofs. roof slope = 20 degrees (GCp) CASE A CASE B building surface: 1 4 5 6 0.53 -0.43 0.4 -0.29 building surface: 1E' 4E 5E 6E 0.8 -0.64 0.61 -0.43 Step 7 Calculate wnd pressure, p, from Eq. 28.4-1 Surfaces 1-4 direction: (Wall ends) P1 = ( 0.53- -0.43) 18.43 = 17.69 psf Surfaces 5-6 direction: (Gable ends) P2 = ( 0.4-1 -0.29) 18.43 = 12.72 psf Compute corner edge added wind loads Building Footprint: Overall width X Overall length 40 ft X 60ft a= 4 ft See Fig. 28.4-1 note 9: CASE A: Surfaces 1 E -4E corners: P1 E `- ( 0.8- -0.64) 18.43 = 26.54 psf a= 4 f Additional corner pressure = (P1 E - P1) 2a = (26.5 -17.7) 8= 70.77 plf CASE B: Surfaces 5E -6E corners: P2E _ ( 0.61 - .-0.43 18.43 = 19.17 psf Additional corner pressure = (P2E - P2) a = (19.2 -12.7) 4 = 25.8 plf PROJECT: Springer Ranch Barn Ross P. Shoaf, Civil Engineer (530)749-0142 Job No.: A -"M Date: March, 2017 - Sheet I of SEISMIC LOCATION OF SITE: ::OROVILLE .. ` ; "Zip Code: INPUT DATA Seismic Parameters Site Coordinates Ss = O.S68 r. —� Let = S1 = 0:262. I Long = Site Class =:, :.,t?'`Dcy":` Stiff soil profile MCE Fa = 1;35i Fv = te8 Seismic Use Group•;` t11 building height, hn = 11_ %;': ft Number of stories 7 t'; `f%r(excluding basement) Diaphragms are"' . , Flexible'. -A Structure is i Regular e 1- Beanhg Wall.Systems ':15 Lightf�ame (wood) walls. sheathedwith wood structrual panels rated shear res istance orsteel sheets . r : r A, v Light frame construction? , TRUE' - . Response Modification Coeff, R = system over -strength factor, omega, _ 3 Deflection amplification factor, Cd = 4 Detail according to reference: 14.1 and 14.5 Limitations: Max building height restriction 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 = 0.566 1.35 = 0.763 SMI = 0.262 1.876 = 0.492 SDS = 0.666 0.763 = 0.508 SDI = 0.666 0.492 = 0.327 Seismic Design Catecory based on SDS . D • :.' based on SDI ' ' :'::. D' SEISMIC DESIGN CATEGORY =1 u SIMPLIFIED ANALYSIS OF SECTION 12.8.1.1 � Ta = 0.12 IE Sds Max Min Cs= V = 1 0.51 = 0.08 0.4 0.02 USE: Cs = 0.08 6.5 R Design Maps Summary Repoli U= Design Maps Summary Report User -Specified Input Report Title Springer Ranch: 696 Lower Honcut Rd. Wed March 8, 2017 20:33:51 UTC Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE -2N (which utilizes USGS hazard data available in 2008) Site Coordinates 39.31630N, 121.565°W Site Soil Classification Site Class D - "Stiff Soil" USGS-Provided Output SS,BSE-2N 0.566 g SXS BSE -2N 0.763 g S1,BSE-2N 0.262 g SX1,BSE-2N 0.4919 Hcrizonl@d Spectrum a.as ata u.n ays o a.sa oS nas au0 am 024 CL 16 am n,aa a:5a o as a 36 aM in ata a le a12 aaa aoa. Verticil Spec Crum Period, T (sec) Peeio4 T (s ) • T 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. https://earthquake.usgs.gov/cn1/designmaps/us/summary.php?template... 52c67.89352410&reportTitle=Springer+Ranch%3A++696+Lower+Honcut+Rd. Page 1 of 1 et LatIong from Address Convert Address to Coordinates . LatLong. net » Home » Address to Lat Long » Lat Long to Address » Lat Long to DMS » DMS to Decimal Degrees » Latest Places o 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 696 Lower Honcut Rd., Oroville, California l Find Write city name with country code for better results. Latitude 39 316301 Longitude ( -121.565010 Research Firm Predicts After'08 crisis, they predicted Brexit and Trump. Now they're predicting this. prosl .bonnerandpartners.com O Lat Long GPS Coordinates Map.Mouse Over Location --------------------------------------------=--------------- -- -------------- ------ (39.316301, -121.56501) 390 18'58.6836" N 010 1210 33'54.036" W 3 Fatigue -Causing Foods Boost your energy level every day by never eating these 3 foods Go to haveenergyatanyage.com i Share this location link i 1 Location page url I http://www.lationg.net/c/?Iat=39.316301&long=-121.565010 http:/lwww.latlong.net/convert-address-to-lat-long.htmI Page 1 of 2 s } s LAUGHLIN and SPENCE CIVIL ENGINEERS 8z SURVEYORS :�� 1008 Live Oak BoulevarQ (530) 671 1008 Yuba City, California ,5a-11 faX (530) 671 0822 t Elevation) Certificate For Springer Ranch Residential Accessory Building - Barn 696 Lower Honcut Road Honcut, CA 95965 Butte County Apn 028-030-021 Sheet Index FEMA Elevation Certificate ......:....................................... pages 1-6 Supplemental Information for E.C. Section D and Contractor Responsibilities .::................................................................................................... page 7 FIRMmap.......................................................................... page 8 Base flood elevation determination ................ :.................. page 9 Assessor Parcel Map of subject property ........................... page 10 SitePlan w/ lot grades ....................................................... page 11 NGS datum conversion information ................................. page 12 Laughlin and Spence Job # 166924 Preconstruction EC submitted - Form Board EC submitted Final EC submitted - {?16-2904' 028 -03(? -021 12.29.16 L.-I-D.AG w/ EI.ECrR!,C PERMIT BUTTE COUNTY DEVELOPMENT SERVICES ROEMEVVED FOR DATE Z T ��P" LIA6ilCE f :j Llt5 l 'U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company and (3) building owner SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: Springer Ranch A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: 696 Lower Honcut Road City State ZIP Code Honcut California 95965 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Butte County APN: 028-030-021 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential Accessory Building - Barn A5. Latitude/Longitude: Lat. N 39.319531 Long. W 121.56249° Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6.. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 B A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 0 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in � C1 10— 2:::) PERMIT # � O� d) Engineered flood openings? ❑ Yes ❑x No BUTTE COUNTY DEVELOPMENT SERVICES A9. For a building with an attached garage: "L -VIEWED, FOR a) Square footage of attached garage 0 sq ft DATE :)E - _( -7 By b Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes 0 No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number 62. County Name 63. State Butte County 060017Butte California B4. Map/Panel Number B5. Suffix B6. FIRM Index7B7. Date FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) 06007C/1130 E 01/06/2011 Effective/ Revised Date 01/06/2011 A (Zone AO, use Base Flood Depth) / 92.6 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 69: ❑ FIS Profile ❑ FIRM ❑ Community Determined 0 Other/Source: Approximate Method - See Attached B11. Indicate elevation datum used for BFE in Item 69: ❑ NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: 612. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes 0 No Designation Date: ❑ CBRS ❑ OPA rre n L-_ivin r-unn u00 -u-33 ln-io) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Fvnirvfinn n.t— Aln..omk 4n •fn�o IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 696 Lower Honcut Road City State ZIP Code Company NAIC Number Honcut California 95965 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings* . ❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: NGS PID: KS1035 Vertical Datum: NAVD 1988 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 93 6 ❑x feet ❑ meters b) Top of the next higher floor N/A ❑x feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ❑x feet ❑ meters d) Attached garage (top of slab) N/A ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 93. 6 ❑x feet ❑ meters (Describe type of equipment and location in Comments) , f) Lowest adjacent (finished) grade next to building (LAG) 92.4 ❑x feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 93 5 ❑x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A ❑x feet ❑meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes No ❑x Check here if attachments' Certifier's Name License Number Garry E. Laughlin RCE 18003 Title Civil Engineer �o� �ELAC1%�F?$' c; ce 1� �^ Company Name Laughlin and Spence z No? 18003 * Here Address 1008 Live Oak Blvd. sr ClvllL qTF OF CAS NEo. City State ZIP Code Yuba City California 95991 Signature Date Telephone i /� (530) 671-1008 Copy all pages of is Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) See Attached "•'^' v"" vuu-u--jo k11 ia) Keplaces all previous editions. Form Page 2 of 6 ELEVATION CERTIFICATE OMB N6.1660-0008, FYnirafinn nate: Nnvomhar 9n 7n9A IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 696 Lower Honcut Road City State ZIP Code Company NAIC Number Honcut California 95965 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. . E1.. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑above or E] below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code California Signature Date Telephone Comments ❑ Check here if attachments. FEMA F 08 ' orm 6-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 FYniratinn nntc• Nnvcmhcr An oni a IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 696 Lower Honcut Road City State ZIP Code Company NAIC Number Honcut California 95965 SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in. Items G8=G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from. other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items 134-1310) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet []meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. rrn "•'^' V"" UU-U-00 V110! Replaces all previous editions. Form Page 4 of 6 BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE See Instructions for Item A6. Exoiratinn nate: November n 9nia IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 696 Lower Honcut Road i City State ZIP Code Company NAIC Number Honcut California 95965 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and 'Rear View"; and, if required, 'Right Side View" and "Left Side View." When. applicable, photographs_ must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. Photo One Photo One Photo One Caption Photographs to be included with submittal of Finished Construction Flood Elevation Certificate Photo Two Photo Two Photo Two Caption Photographs to be included with submittal of Finished Construction Flood Elevation Certificate FGIUTA naa n Replaces all previous editions. Form Page 5 of 6 ELEVATION CERTIFICATE ,BUILDING PHOTOGRAPHS _ OMB No. 1660-0008 Continuation Paae Fvnirnfinn rl�f— nt.,..o...h ,. on 7n 0 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 696 Lower Honcut Road City State ZIP Code Company NAIC Number Honcut California '95965 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs "Front with: date taken; View" and "Rear View'; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings indicated or vents, as in Section A8. Photo One Photo One Photo One Caption Photographs to be included with submittal of Finished Construction Flood Elevation Certificate Photo Two Photo Two Photo Two Caption Photographs to be included with submittal of Finished Construction Flood Elevation Certificate FF=KAA Fnrm MR 1) 124 I7N c\ •- 11, -/ r<eptaces an previous eainons. Form Page 6 of 6 FEMA Elevation Certificate Section D Supplemental Information For Springer Ranch ® Preconstruction ❑ Form Board Inspection ❑ Post Construction 1. This elevation certificate is for a 40'x60' (2,400 sq -ft.) barn with slab -on -grade foundation that is an accessory building to a residence. 2. All:elevations referred to in these comments refer to the NAVD88 datum. 3. The design flood elevation (DFE) is 93.6 feet being one foot above the Base Flood Elevation. 4. All building materials less than one foot above the base flood elevation shall be flood resistant materials. 5. No mechanical equipment is proposed. 6. Plumbing components located below the DFE shall be installed so as to prevent water from entering or accumulating duringconditions of flooding 7. Minimal electrical lights and plugs are proposed and required to be placed on isolated GFI circuits. The electrical circuits will connect to a new panel elevated above the DFE. Any electrical components installed below the DFE shall be installed to prevent water from entering or accumulating within the components during conditions of flooding. 8. Materials and utility equipment resistant to flood damage for areas below the DFE shall be in conformance with FEMA Technical Bulletin 2-08 Flood Damage Resistant Materials. ' Contractor Responsibilities regarding FEMA elevation Certificates 1. Contractor shall preserve temporary elevation benchmark(s) on site. 2. Contractor shall request from the engineer/surveyor, a form board inspection to verify height of building is constructed at the proper elevation. 3. Contractor shall request all elevation certificate inspections of engineer/surveyors a minimum of 48 hours prior to calling for any inspections of the County building department. r � , $' ^ Adm" E f '(M i'. :k.' i ''• r. e. 1 ., 1. . _: .C'AV'I"'+w"a^•5 .v, J �7'�. �+� ��.� .f+Y•L 1 J �.a�'=4 =n �"�. 'yM+.""w � w. '1i .'n. .. T r`W� . - t • • . '`M A , ^ - }jam y ! «' � . i • .= F F � t • �P.,. V `', � � • r r ' � � .,� n^ ' f• - *y a . :.. NOT TO SCALE 8541 FEMA..,FLOOD OOD , PLANE -WATER ' SURFACE BOUNDARY. R y K • � ....gym. A �... ,:6., . „ ,,. ' •, -, cif^ z 1 '.:.� �� '�'� �� _ 3 r st .. � a+ ° Y ��yt D • � ay 1� �' w ELEVATION DATUM: OF "CONTOUR MAP: T . N.GVD.- 1929 U.S.&5. :QUAL ;MAI?} . GONTOUR. � INTERVAL -. ..TM SECTION THROUGH SITE; 8c 'FLOOD PLANE BOUNDARY:`l LOW. WATER SURFACE BOUNDARY ELEVATION = 85.,9'' HIGH WATER SURFACE ' BOUNDARY ELEVATION = 878 T` _ m `. 87.8'-:'-85.9' = 1.9' (LESS THAN .1 /2 OF ICONTOUR' k j INTERVAL; USE APPROXIMATE METHOD.),' i L . r BFE:; 87.:8'{+2.5 -- .90'.3' (NGVD 1,929). CONVERSION' TO NtAVD 1988 ,DATUM: NVD` 1988 .DATUM 'IS' 2.3' ABOVE NGVD 1929 D'AT U r �PER N'GS VERTCON. .' ,� � •�, � „�,� �•�-�,�'-yv_. •_• -� -9&3' GUD 1°929' + 2.3' VERTCON s BF -11' 92;�6'_'e(µN AVD 1988 iz ..� Z NOTE:. PER FEMA °P.UBLICATION .2 65 `FOR } APPROXIMATE ZONE' A AREAS, 1T IS. ALLOWABLE f(D . USE >.THE.,:LO.W• WATER,SURFACE' �BOUND�ARY ELE,VA'�TC N PROPOSEb� jam" � (SHOWNABOVE) TOw DETERMINE �IHE B, FE. DUE - TO BUILDING' THE -LOCATION 'OF THE PROPOSEDi BUfLDING BEINGS LOCATION ,.. MUCH{ CLOSER TO THE. HIGH; `WA.TER�.,SvRFACE co y ' BOUNDARY ELEVATION, AND JO�.�PRO IDE A•,FAQTO F' , `-OF SAFETY, THE HIGHER. OF ,THE TWO ELEVATIONS' FEMA FLOODS ..: . WAS, USED. TO .DETER INE, TWE 'APPROXIMATE BFE f, PLANE WATER . a. SURFACE �' Mak' '' ;, , ^. `:•. � - 4 � ^� +"`� �•. a f.i. pi BASE FLOOD ELEVA.T� ON DETERIVIINATWION • a wt . , _ AP ROXIMATE ZONE 'A'` CoNT; UR INTERPOLATION' _ f T 17N. R -4E M.®,B.&M. 28®03 ` MIDDLE HONCOT a, r-------------- --- r---------� r--� r-- - - - - - - - - - - - - - -------------� T17,100 - 9 y o f O6`�U.S.A. EAtEMENT I d i I 120 AC i p� 8 ACt 118 AC - PTN. PCLO 1 �i I ; 160 AC 99-2713J �?, 1 ( U.S. EASEgENT I 3� PTPI PCL 2 ; ' 99- 7133 40.8540 1014 I 1 Iy1 I I ' -----------J Sr - -I--------- 1 7 IL 16 IJAB 1.Is 138 f 27 28 29 _ 441 ! 49 / 40 AC ao Ac ; 40 AC _ (B 40 40 39 Lor ]s A Oin - p1 K 5 ' f (� I t � 81-64 9° 0 1 RS 51-6! - 1 507.75 AC {{NNJJ � I 34 32 45 , ' 2J.J5 AC 62.J8 AC I 1 115 ACt . I i ,..' I AC 7 LOWER H --- �I L ------------------ L 1 4 ®� ONCIlj____--- _I 7Js.la 1 !. I c i \ %' i i V 15 RS 133-62 ------------ (P N, 97-28890 i Q 43 2 25 AW ��C 106 AC it '' \�-'--,�Yr--"'lot 0 ' a w 17 104.74 ACt .. 55.0.7 AC t 11 r 35.94 a[ I ,+ E ENENT ; {. H L J'fi20.50 AC .i �� ....._ 24-65 _..A.._ ` I l- . .._� ,. I __ rl 4 1 ' 3: i 36 I nRRRR iLOTY l.5`y?l O I H4 _ -ia60 c r j 37 e 21 91.09 AC t� +�q J CR (15.30 A9 LOT -LOT X 136:93 ACt 1 98.9981a,i5.J1 ACt AC I {7 I , (7a AC) a 4 LOT U .7) A Q� - Lor v b i ` (97-28890 q tlq 1 ,9 - i <� 2,�/,1�_ LOT T .2Q AC - 71.29 ACI 1 i� ' PM 49-051 LOT 5 .it AC CouNTY I I _-__ L______________ L-- ----------------- -----' : ------------8 - - COUNTY -------- +------------________________ TO6'�li OF HONCUT 7 AA.O.R. '65 YUBA DAAMLLE TRACT 3 A4.O.R. 17 s s Butte County Jsseszos s gap B®®!r 28, Page 03 ---P.'CT� '�-P�a-oro-t'o. emerrP 2ct: only and may not aonatltrrte lags! CRFRTM BY SDT CRFA70 ON 8-1909 REMO BY WT REV= OA1 1-18-2002 UTEMW 2002-03 R0u Prariow Boaz. Pwbm 07 Com R* ButOo Cou s OlPica !£R ` _ 0 9.5. W 21 • +` k.,� .° k t 2.31^-'; X91.87 X91.01 �+•` t721'. y .,. ..•s ` - tr25'f Y • S4C 1� VL 49 r * 1t. xx`• - '7 . r91.00 't oh pX92.75 x9:.55 `g .ib- r `r ` x i :r,2 fj r Y x90.77 Ff a 9Sf� y �`r2?' 0 x91.7 •2 9�S x9 - tu 81.a .ff. "i' 92. 9 ►. .. - x91.79 • N m •..1��92. '� • j1..� ` i' 4 N x92.49 1 0° aQ - }y 88.25, x92.50- 92.54 54 S 2.44 ti' s EX. P OPA*39f I� "` r� `� '► 1 �' ,'-��' . .x92.40 '� `• ''k i • , �0• WELL 2.24 z.aa xg s xs3.7a `• 2.s1 PROPOSED BARN � a�•M oa FF=93.6 ' x92.44' .,ft `f x92.55 o; 92.12 IQ 6.9A ~, - 73 2. rs2;L7 s`a.a3� EX. SEPTVJANK r92.5a 1• 1 y •+ - ,. 6 � lie; r Vit;, �i• *r4c) 1 z - .4 . J• 1#iE r rel ~`•t'.�it ay %T �'"# . x92.92 a. '* W •a,'h.. rY �'.ti.:"''-+-»tr•`'_ EXIST.. - '. ..' t ."+�• _ x97 2 i HOUSE r- a f* t + }' , 97.12 FF r. fi - `�• .� rr �* (NAVD88) Fo 3 0- • �' r+ , ` " �'''• `,tet . � �� W � -�` 7 x94.06 i POND • X a vir'S. ' - .. j.s. R .t SITEPANrt r ,� V'ERTCON for Google Earth Untitled NAD83 North Latitude 39 19 09.76922 NAD83 West Longitude 121 33 44.98762 NAVD88 Orthoheight 0.000 ft Datum Shift (NAVD—NGVD) 2.264 ft r Converted NGVD29 Height -2.264 ft 2."7 Page 12of 12- littp:Hwww.metzgerwiIlard.us/verge/priiitvieN�,.aspx?STATION=Untitled&LAT=39+19+0.. R/'I i'/,) nt Ross P. Shoaf, Civil Engineer 6970 Marysville Road Browns Valley, California 95918 TO: Responsible Building Official Date: Project: Owner : CQ i(?/L APN: 629''Y70-09'( ' Location: �� GJU�tt T 10� f' (K�(� . od lh l l.P TRUSS DESIGN REVIEW Truss Company: Package Dated: 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. rl Res tfully submitted, Ross Shoaf, Project Engineer 116-2. 9 Cua. E, W i ?.«. J. G i_rI; Av W/ ELECTRIC BUTTE COUNTY BUILDING DIVISION APPROVED "Serving The Best Builders" 4011 Sierra College Blvd., Loomis, CA 95650 Phone (916) 652-4655 Fax (916) 652-3860, 5033 Feather River Blvd., Olivehurst, CA 95961 Phone (530) 743-8855 Fax (530) 743-8856 Truss Calc Subm40 ittal R16-2904 1.2.29.1.6 ;."r(a AIG W,./ ELECTRIC Client: Springer Ranch A-8 K-1. 696 Truss Designer: Bryan Wagner brvanw(ftomewoodtrussmm Phone: (530) 743-8855 PERMIT # �, 6 — / 4= BUTTE COUNTY DEVELOPMENT SERVICES Project: REVIEWED FOR CODE E COMI: LIANCE Barn DA 2 ►-�— BY Lower honcut rd. WET SEAL Oroville, Ca Tracking / Work Order # 0020916 al version www.panactory.com MF � MF 10 ;; --------- ---- - - - - r-- W M ! 2_LY),' m"M mj �I I Vii' (sl 011I II .I; ! i M 22 PLY i" --= —mn2-- prv- I 'm )- I' ! 1p II - —� ii •o H II ! _I(M71�2-PLL�'�- ''i,—,; li M.? (2 ail'L _T'y� � ��1�-�iIVT�Z2� F'Lim I -moi •� 1 I IIS i � V li ' l I�I I I; D1 61 11, � ._-- 1!M2 (711PI Y1 it ii! W M ! 2_LY),' m"M mj �I I Vii' (sl 011I II .I; ! i M 22 PLY i" --= —mn2-- prv- I 'm )- I' ! 1p II - —� ii •o H II ! I I ! 1 i MF M F =--$ -- ---- — - ; J1 40-0, _I(M71�2-PLL�'�- ''i,—,; a --�_ i I11 P, M2 PLY •� 1 I IIS i � V li !f55' h2 M (21 PLAY) !i III I I ! 1 i MF M F =--$ -- ---- — - ; J1 40-0, Job Name: Barn = — -_ _ _ -Truss ID: D1 ,..;Q : 36. BRG I -LOC BRACT SIZEREQ'D TC .,Zz4 DFL 41 i ttr. _ _. Designed per ANSI/TPI I-2007 UPLIFT REACTION(S) I 0- 1-12' 3B4 3.50" 1.50" BC Zz4 DFL 41 4 Otr. Fabrication Tolerance = 20.0% Support C4C Wind Non Wiid• 2 5-10- 4 384 3.50" 1.50" WEE Zz4 DFL STANDARD -" _ - Bearlags. designed -for _an FcPerp value of the - - _ 1 : - '-ISS-lb- 2 lh DAI DEFLECTION am (s ) L/999 M4 -S (LIVE) LC 41 Icr (creep factor) = 2.00 _ Refer to QC Detail Sheets for lesser of the Crams chord lumber value or 825 for all hearings.-. .13S M This ttass is designed —C -9711i - - L= -0.01" D= 0.00" T= -0.01" Joist Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on ASCE7-10 Wind Specification •-% a==ee Joint lotatiom ==am - -- Loaded for 10 PSF nos-coscarrent DCLL. testi■g and approval as re lined by BC 1703 -- Bldg Enclosed = Yes, Ttms Location Not End Lois 1 s- 0- 0 a 0. o+ o z 3- o- 0 5 3. 0- o - a s- 0- o e e- o- o - Landed for 2008 mm-eoncurreat moving-BCLL. _ Not designed for attic storage usless _ -- - -- - and ANSI/TPI and are reported is ESB -1118. -PLATING. BASED_ ON GREEN LUUMBER VALUES. - = Exp Category = C _ dti- - - - Bldg Leagth = 80.00 ft Bldg Width CRRICAL kMM& FORCES. noted otherwise. = = f O 11040.00 Be k 1 9Z -- h too fight = �p -- TC COIR.(D UR. / 7&fS.(0 U0. CSI .. - I -E =311(1. LS3/-' Ila�(l:esj3 o.w ,. ... . - - - - '_-'- -_ - .� . - - -" - - .. -. Occvpaacy Cate6ory 'II, Dead' = 10:2 -pomp z-3-311(I.ES)/ 113(1.66) 0:05 _ - - - _ _: Designed as Rai. Wind Farrenemlmelmg symeen Co�onent. Cladding 6C CUP (DUR. / TFJYS. Qo. CEI 4-s se�(°t.603/ Rear°t.Es o,u - •- _, - - -.Lav-rise and mail - Tributary Area = 12 egft - s -a 69(1.60)/ ZOO 1.its a.0 I �LJ r� rr for permanent lateral restraint of webs aheR have bracing insmVed par SCSI aectipns 83, B7 or B1a, as appticede. Apply plain to each face of truss antl position as shown above and on the Joint Details report, uNess noted otherwise.TC WE CORr.(DUR.)/ YEHs.rnuE.) CSI SLOW (Pf) -0.00 FIRE SuaWDar L=1.1$ p=1.1$ E-5 / EIE I.zS 0.09 - TC Dead 9.00 psf ' m - Rep Mhr, Bad / Coop / Tes - AN RW COMPANY conformance with ANSI/TPI 1, or for handing, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf _ 1.15 / 1.10 / 1.10 2820 N. Gram SINP1wy. Gnnd Prelde, TX 75050 solely for the design shown. The suftabllity and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf -- 3-0-0 DesignerperANSI/TPI 1 Seat 1 2 3 - - THUSPLUS 6.0 VES: T6.5.20-- For more information see this job's general notes page and these web sites: Bldg Code: CBC -2013 " = DEFT. RATIO: L/Z40 TC: L/24 6,00 ALPINE: TPI: WTCA:w,wvsbcmdustiv2"L[CC: y - 5X6 u 1- 0-1 2-3-15 2X4 2X4 SHIP ou 0�-1 1.5X3 B1 B2 W:308 W:308 R:364 R:364 U:-135 U y135 No. C 72180 4 5 6 *. .., S I'f 1�WN meq'• CIVIL P 'SOF �N iLts°E— IFd� All connector plates are ALPINE Wave 20 ga., unless preceded by 'H" for High Strength 20 g., "S' for Super Strength 18 Plates to be Joint Detail Report. Circled and false home -M IN v ga: are positioned per plates plates are poslhoned as shown above. Shift gable stud plates to avoid overlap with structural plates. `` 1/13/ 016 268 - Homewoodra s �CA�**IMPORTANT"* **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cast: Springer Ranch v:; - - — . ------ _ DIB: M_0020918_C00007�00001 FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. rive Il W0: Driv_M_0020918_L000' Trusses require erdreme -1111 1111 -Ing, handling, shipping, installing ang bracing. Refer to and follow the latest edition of SCSI (Building Component SLC 46 WY/PLY: 30 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per SCSI. Udess Dsgnr: BW •; = v V >r .,ad otherwise, top chord shall have property attached structural sheathing and bottom chord shall have s property attached rigid ceiling. Locations shown TC Live 20.00 of p - LiveDar L=1 .2$ P-1. 2$ I �LJ r� rr for permanent lateral restraint of webs aheR have bracing insmVed par SCSI aectipns 83, B7 or B1a, as appticede. Apply plain to each face of truss antl position as shown above and on the Joint Details report, uNess noted otherwise.TC SLOW (Pf) -0.00 FIRE SuaWDar L=1.1$ p=1.1$ IIILLJJIrr_) IIUII�\\V\I-III Alpine, a division of I7W Building components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the fruits in TC Dead 9.00 psf ' m - Rep Mhr, Bad / Coop / Tes - AN RW COMPANY conformance with ANSI/TPI 1, or for handing, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility BC Live 0.00 psf _ 1.15 / 1.10 / 1.10 2820 N. Gram SINP1wy. Gnnd Prelde, TX 75050 solely for the design shown. The suftabllity and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf -- 0. C. Spacing 2- 0- 0 DesignerperANSI/TPI 1 Seat - - THUSPLUS 6.0 VES: T6.5.20-- For more information see this job's general notes page and these web sites: Bldg Code: CBC -2013 " = DEFT. RATIO: L/Z40 TC: L/24 ALPINE: TPI: WTCA:w,wvsbcmdustiv2"L[CC: Job Name: Barn 7=:-'- . -- • "I -. • Truss ID: D2 Q 6 BEG R -LOC BRACT SIZE REQ'D -- -- TC 2x4 DPL 01 \ Btr. •, Designed per ANSI/TPI 1-2007 Required hearing widths and hearing areas 1 0- 4-12 S36 BGR I.SO" BC 2x8 DFL 02 Fabrication Tolerance = 20.0% - apppplyy when trmss not supported im a hanger. 2 S- 7- 4 536 RG 1.S0" BEG BANGER/CLIP NOTE ' was 2x4 DFL STANDARD - `-" Bearingra:designed form FcPerrpp valoe of the --lesser lumber UPLIFT REACTION(S) : Support C\C Mind Nm 1 •RUSZB lcr (creQ factor) ='2.00"' RefertoJoint QC DetailSheets for '. of the trass chord value or 825 for all bearings. -Bled 1 -221 lb "- 2 •BOS28 Cq factors and Rotational Tolerances. IRC/IBC truss plate values arc based an 2 .221 lb Support Connectlan(s)/Ranger(s) are not designed for horizonttaaI loads. Loaded For.10 PSP man -con -fist BCLL. testing and approval as reqalred by IK 1703 - in ESB This truss is desiped using the ASCE7.10 Mind Specification SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES Landed for 2000 .ea -concurrent moving BCLL'. PLATING BASED ON GREEN. LUBBER VALUES. - ;- and AN 1/111 sad arc -,or -1118._ _ Permanent bracing is required to Bldg Enclosed = Yes, Ttma Location Not End Zone MAX DEFLECTION (spam) Not deeisaed for attic storage mles"s - prcveat rotation/toppling. See CSI ANSI/TPI 1. Catego = C L/999 RHI 1-2 (LIVE) LC 1 L= 0.00" D= T= noted otherwise..: and -.-'•..- -. _.. _ _.. .. pp ... BEldg'Lenatr 80:00 ft Blds'Widt\-= 40 00 - - "- -•• -0.01" •0.01" E1.M8 DEF CRITERIA. L/120 IN BHI 6 3; T= 0.00" _ - - - �'. .. - _ ': . Bean rooff heig\t = 11.21 ft, rap\ = 110 Occupancy Cate o II, Dead load = 10.2 aF gg ry pp . -� ..- Designed as Ma re Bind Force Resisting Systn Components Cladding ..... jeiat locetim...... 1 0. 0. 0 4 0• o• o - ... _1111. _ '- - Low-rise and and Tributary Arca = 24 sgft Ra- e• 0 s a e• o a S. a• 0 s S. s• 0 - r -' Vertical members exposed to wind: 4. 1, 6- 3 COITICAL 1070® FORCES, . .. . ---------- LOAD CASE 01 DESIGN LOADS ---------------- It care. ((sus. / anis. C(ana. CSI Dir L.Plf L.Loe 74.00 R. Loa LL/TL0.54 1-2 •sse(1.ZS 7e(1.a.3 o.oa ._ . _. .. 7C Vert 79.00 - 1- 0- 0 74.00 0- 3- 0 0.54 a•a •5033 (1x50 / 7a (1500 •. oe - TC Vert 58.00 0- 3- 0 58.00 S. 9- 0 0.89 a CmV.(sg0. / IFNs. OFs. CSI TC Vert 74.00 S- 9- 0 74.00 7- 0- 0 0.54 4-s wia.ea o.lt BC Vert 103.10 0- 3- 0 103.10 S- 9- 0 0.98 :Lsit.80/ s -s as t.so / so 1.60 0.10 ., n aiv. ass. I1 V5. 110(1.4 -4oz t.1'/1550 (.800.13-s •43 t.so/ a1s (1x50 0113 L-5-l.fiais 1.x50O.Oa - I: 2-&D2-9.03.5 •u 1.so/ tits t.xs 0113 1 _ 2 : 31.50 -4oz 1.250/. 11515 1.6111 6:00 -6.0 5X6 2-4-15 2.5X4 2.5X4 2-4-15 SHIP 1 7 1-1-7 I 91 'MUS26 2X4 W:306 3X6 2X4 B2 'MUS26 W:308 W R:536 R:536 U:-221 U:-221 rNo. 0-3-0" 1 5-6-0 I D-3-0 STUB. 4 5.--. 6 STUB A AO connector plates are ALPINE Wave 20 ga., unless preceded by "H° for High Strength 20 a., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circledplatesand false home plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 9/13/2016 268 - Homewood Truss `**WARNING!*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cast: Springer Ranch (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DLR: Drive_B_0020916_L00007J00001 ^ r,usses,,-i,, s=hame cera in fabricesng, Hensing, anlpoing, installing and bracing. Refer to and follow me latest edition of SCSI (Building component W0: Drive_M_0020918_L000 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary breung per SCSI. unless Dsgnr: BW OLC = 49 WPLY: 45 ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 of P LiowDar L-1.25 P=I.25 I �� n n g installed per SCSI sections 83• B7 or 810, as applicable. Apply plates to each face of truss and for permanent lateral restraint n webs shun have bracing position m shown abwa and on Ua Joint Details report unless noted otherwise. TC Snout (Pf) 0.00 paf $ntlwDar L=1.15 P=1.15 IIJj\\vl Alpine, a division of.ITW Building Components Group Inc.. shall not be responsible for any deviabon from this drawing, arty failure to build the true in TC Dead 9.00 psF Rep M\r Bad / Cour /Teas AN rM COMPANY conformance with ANSIrrPl 1. or for handling. shipping, installation 8 bracing o1 busses. _ A seal on this drawing or coverpage llstingthls drawing, Indicates acceptance of professional engineerfng responsibility BC Live 0.00 paf 1.00 / 1.00 / 1.00 2820 N. Graaf SWPkwy. Grand Arable, 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 9.00 psf 0. C. Spacing 2- 0- 0 Designer per ANSI/rPI 1 Sec.2 TBUSPLUS 0.0 VER: T6.5.20 For mora information see this job's general notes page and these web sites: - Bldg Code: CBC -2013 RATIO • L/240 TC • L/24 ALPINE: TPI: WTCA: ICC: ALPINE: Job Name: Barn__=�: - - - - = - Truss ID: DG Qty: 6 1111116 Y -LOC MCT SMREQ'D TC ' Zz4' DFL 41 i Otr. Designed per ANSIPI 1-ZO07 UPLIFT REACTIONS) No. C 1 0- 1-12 351 3.50" L SO" BC Zz4 DFL 81 f Etr. - Fabrication Tolerance = ZO.O% Support C!C Wind Nos -Wind Z 3. 0. 0 Z32 3.SO— .. 1.50" WES .Zz4 On STANDARD - Bearings designed for as FcPetp volae of the 1 -121 III a 5 6 3 5-10- 4 3S1 3.50" 1.50" Ker ("p factor) - Z.00 lesser of the truss chord lumber value or 2 -48 lb J60 MAX DEFLECTION (sian) - Refer to Joint QC Detail Sheets for 625 for all hearing..' - S .121 Ih Z, L/999 1011114-5 () LC 41 Cq factors and Rotational Tolerances. - IRC/111C truss plate vela.. an based on HORIZONTAL REACTION(S) Strength 16 ga. Plates are to be positioned per Joint Detail Report. Circled poples and (else frame plates are.postboned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 9/13/2016 L= -0.01" D= 0.00" T= -0.01" - - lauded for 10 PSF aos-concurrent BCLL. teats■p and approval as regaind by IRC 1703 support 1 265 111,j. '"IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive_ N_ 0020916_L00007�JO0001 tat I.-tio.. _____ � Loaded Ill 2000 nos-coscorreat moving BOLL. and ANSIRPI and are "ported is ISH -1118. _ support 2 168 lb Safety information,: by TPI and WTCA) for safety practices prior to performing Nese functions. shall provide per noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown and _ i 4- o- 0 4 0- o- a z 3• o• 0 3• o• 0 - _ Install interior support(s) before erection. Hark all interior bearing locations. support 3 -265 Ib j� for anent lateral restraint of webs shall have bracing installed per BCSI sections B3. 67 or BIO, as applicable. Apply plates to each face of truss position as shown alma and on the Jalnt Details report, unless noted otherwise. 0. 0. 0 B s- o- 0 6 Truss deli reed to eapyort 1-0.0 to chord 6 P .Hooker. mad claddln;-Lad dot to ezceed Peruamest bracing ie regqa�I d to li See pprevea� rotation/tope mg. 7kis trues is deal med using the ASCE7.10 ViaSec fieatios p IJ J III�rL- �ITIFAL I®0® FORCES: TF713. (�0oID. CSI 5 PSP one face, add Z4 spas opposite face. BCST and ANSI/TPI /. Bldg Escloaed =Yea, conformance with ANSIl or tot handing shipping, installation a bracing.f trusses. --- •-^-�-��- �- - - A seal on this drawing or co 'page listing, this drawing; indicates acceptance of professional engineering responsiblihy -,Dead _ BC Live 0.00 psf I.2 -166(1.x6)/ ex11.s03 0.011 Top chord. nay he Botched E.5" deep Y 9.5" - PLATING OAS® ON 6H®tl LUI®ER VALUES. Trues Location Net Bad Zone 0: C. Spacing 2- 0- 0 ' - a-3 -lee l.zs / 8x((1.60)) 0.08 at 48!' o/.c ming top edge. DO NOT OVERCUT. Not delippeedd far attic storage moles. Ezp Category = C For more information see this job's general notes page and Nese web ekes: ALPINE: www. afoineitw.c.m4.TPI:• WTCA: tcc:-wwwiecaefa.r. Bl Code: CBC -2013 dg fu COn �aw / 7@IS (0U1• -"Cy1 4-s •lsx(l.zs3/ - 4L(1.1103 0. iz No knots or other lusher defects allowed "" 1Z" oP .tabes. Do mot watch I. overhang -" •- sated ot6emise. - --- - - - Bldg Length = 60.00 ft, Bldg Width Meas roof height = 10.9E ft, mph = = 40.00 ft 110 5.6 :ISE 1.66 / 4x0(1.110))). o. 1z or -heel. pmwel., - Occupancy Cate6ory II, Dead Load = 10.E psf n can PUB. / TENS (0Ul) CSI Designed as Hai■ Sind Fame Resisting system Composnnqents and Cladding a anea 2•5 •5x(1. ZS 36(1.x8) 0. Oz - tf1M� ----------LOAD CASE 9l DESIGN LOADS ---------------- - ._ . Dir L.Plf L. Loc R.Pif R. lac LL/TL - - TC Vert 74.00 - 1. 0- 0 74.00 O- 0. 0 O.S4 TC Vert 65.00 0. 0- 0 73.00 3. 0. 0 0.69 TC Vert 73.00 3- 0- 0 It 6. 0- 0 0.68 TC Vert 74.00 8- 0- O 74.00 7. 0- 0 0.54 K Vert 16.00 0- 0. 0 16.00 8- 0- 0 0.00 I 3-0-0 I 3-0-0 I 1 2 3 6.00 5X6 2-3-15 SHIP Oil m _GV.. T• TA�4C�. - � 1-0-0 -0-0 No. C a 5 6 J60 OVER CONTINUOUS SUPPORT '4, Z, Ai connector plates are ALPINE Wave 20 ga., unless preceded W'H' for High Site In 20 ga.,'S" for Super - - - Strength 16 ga. Plates are to be positioned per Joint Detail Report. Circled poples and (else frame plates are.postboned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 9/13/2016 268 - Homewood Tra Is **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cast: Springer Ranch (CAj4 '"IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive_ N_ 0020916_L00007�JO0001 Trusaes require extreme care in fabricating, handing, shipping, insetting and bracing. Refer to and follow the latest edtion of SCSI (Building Component Installers temporary bracing BCSI. Unless - - W0: Drive_N_09Z0916_1,000 Dsgur: BW - dLC -= 46 WT/PLY: 30 'n Safety information,: by TPI and WTCA) for safety practices prior to performing Nese functions. shall provide per noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown and TC Live 20.00 psf LiveDar L=1.25 P=1.25 rr �� ^ �\ j� for anent lateral restraint of webs shall have bracing installed per BCSI sections B3. 67 or BIO, as applicable. Apply plates to each face of truss position as shown alma and on the Jalnt Details report, unless noted otherwise. - TC Snow(P f) 0.00 psf SnowDnr L=1.15 P=1.15 /�,/ JI 1'I IIS IJ J III�rL- Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC .^ _ 9.00 psf Rep Nbr Bad /Coop /Tena AN RW COMPANY conformance with ANSIl or tot handing shipping, installation a bracing.f trusses. --- •-^-�-��- �- - - A seal on this drawing or co 'page listing, this drawing; indicates acceptance of professional engineering responsiblihy -,Dead _ BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SWPiwy. Grand Prairie, Tx 75050 - - solely for the design shown. The sukebflity and -use of this drawing for anystrvcture Is the responiftillity of the Building'-•- -- - _ _ BC Dead - ' -8.00 psf 0: C. Spacing 2- 0- 0 ' ... Deslgnerper ANSI/rP/1 Sec.2 .- TRUSPLUS 6.0 VER: T6.5. 20 For more information see this job's general notes page and Nese web ekes: ALPINE: www. afoineitw.c.m4.TPI:• WTCA: tcc:-wwwiecaefa.r. Bl Code: CBC -2013 dg -0EFL RATIO: L/240 TC: L/24 Job Name: Barn W:308 W:308J� - - = ^ i - Truss ID: E1 MY: 1 BBB I -LOC BRACT SIBB RRQ'D TC 206 DFL 82 ' '" -. Designed Per ANSI/TPI 1:2007 "» UPLIFI'BRACIION(S) - -- `-- - `- 1 0. 1-12 475 3.50" LSO" BC - ,- 204 DFL 81 4 lit".- Fabrication Tolerance = 20.0% Support 'C4C Wind Non -Wind 2 7-10- 4 475 3.50" 1.50" WU - -204 DFL..STANDARD_.• ,,,, Bearings designed for an. FePerrpp volae of the - MAI DEFLECTION (span) Bcr (creep factor) = 2.00 lesser of the truss chord Im6er value or 2 -180 Ib. L/999 MEM 4=5 (LIMB) LC 42 L= -0.02" D= -0.01" T= -0.03" Refer to Joint Cq factors QC -Detail Shifets for and Rotational Tolerances.- - _ 625 for ell bearings.- - IBC/IBC truss plate values are based on This tress is designed using the - ASC17-10 Blind Specification- ... .. Joint locations ;. , I'Loaded for 10 PSF non -co -torrent BCLL. - `.- testi and approval as iced ► IBC 1703 nngg Bldg Enclosed = Yes, ; Truss Location Not End Zone ' 1 a• a• 0 4 a. a• o z 4• o• 0 5 4. a• o s e• o• o s e• a- o _ - Loaded for Not designed 'noted 'otherwise 2008 nos-concurnst moving li for attic storage unless -'^"'`- - and ANSI/TPI and are repop` ed in 8-1118. .- ... PLATING BASED ON GREEN LWIBHB YALDBS. = Category-= C - - �-- -- ft -. 017ILL REMBER FORCES, **IMPORTANT'"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. B�Idg k = 60.00 ft, ■t Width = 40.00 -q- d8 Mean height 11.26 ft, h 110 /^\ rc Waf. Vo. / 7FN5. (OUR. CSI 1•z •us�i.ss/ tos(t.so3 0.07 �- - - - - roof = Ocrnpouy Category II, Dead land = 10.2 psf ' a•R sse t.ss / 103 1.68 o.07 LlveDar L=1.25 _ P=1.: ZS -SnowDar L=1.15 P=1.15 - ._ _. .. Designed u Main ind Force Resisting System Low-rise Components Cladding 9.00 psf. aC coat. �(ppUR. / mrs.((Out. CSI - 4-s -47(t.sa3/ am(t.z63 o. to ... - ..- - - - - and and Tributary Area = IB ngfe _ 1.15 / 1.10 / 1.10 s•e -47 1.60 / Soo 1.25 4.10 ax CONP.(OUR.)/ TONS. (06a.) CSI - 2 -5 / a]9 1.Z5 0.10 - - 2-1-4 104 3-6-2 g4 SHIP - W:308 W:308J� y% R:475 R:475 U:-180 U:-180 No. C 72180 2-0-0 0-0 8-0-0 tk a 5 6 q CN{L P pFCAUFO - All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga:, "S" for Super Strength 18 Plates are to be Joint Detail Report: Circled and false frame _ .. __ r-9/13/2016 ga. positioned per plates plates are postioned as shown above. Shift gable stud platesto avoid overlap with structural plates. - - - 268 - Homewood Tress "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cast: Springer Ranch (CA) **IMPORTANT'"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive' M 0020918_Lo0007_J00001 /^\ Trusses require eareme care in fabrtwting, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WMA) for safety practices prior to performing these functions. Integers shall provide temporary bracing per SCSI. Unless '-. '-- �- W0: Drive -M -0020918-L000 - - - -- - - 'Dsgor: BW-"�"" ' "- - - `SLC"= 48 WT/PLY: - -5 v V ra II �� r� rt r� noted otherwise, mpchord shall have propery, attached structural sheathing a d bottom chord shall have a property attached rigid telling. Locations shown for permanent lateral restraint o1 webs shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. APDty plates to each face of trussed _ + position as shown above and on the Joint Details,re r( unless noted othervnse.',-`�"""• TC Live' --- -20..00' psf TC Snow(Pf)- 0.00 psf LlveDar L=1.25 _ P=1.: ZS -SnowDar L=1.15 P=1.15 ILJ IllJl^\\VVI Il fLL-J-' Alpine. a division of ITW Building Components Group Inc., shot not be responsible for any deviation tram this drawing, any failure to build the truss in -- - - �- ••.., �.•'�.- "'-J'� .�'•. 9.00 psf. Rep Mbr Bad / Coup / Tens AN lIW COMPANY conformance with ANS6TPI 1, or for handing; shipping, installatlon & bracing of trusses. - - A seal -on this drawing dr cover.pagefisdng this, drawing, Indicates acceptance of professional engineering responsibility BC Live-__ 0.00 psf _ 1.15 / 1.10 / 1.10 2820 N. Greer SwPkwy. Grand Prairie, 7X. 75050 --•- Solelyfor the design shown-The-suitabllity and use of this. -drawing for any structure is the responsibility of the Building -EIC Dead"'"'- --8:00-psf- O.C.Spacing 2- 0-- 0" ` Designerper ANSI/TPI 1 Seat- TRUSPLUS 6.0 VER: T6.5.20Far mora i tarmation sae this job's' general nates page and Nese web sites: _ . - ALPINE: ' TPI: www.tsinstdrd: W CA.22mubdndustrv.oio' ICC: Bl Cede: CBC -2013 D1;FL RATIO: L/240 TC: L/2 Job Name: Barn _ _ - _._ BRG I -LOC REACT SIZE REQ'D.. - TC "._. :. .-.. 2n6 DFL 82 1 0- 1-12 400 3.50" 1.50" BC 2x4 DFL SI k Btr. - 2 2- 8- 0 283 3.50" I.SO" - WIN 2:4 DFL STANDARD 3 4- 0- 0 150 3.50" I.SO" _ Ker (tree factor) = 2.00 4 5- 4. 0 283 3.50" 1'.SO"- Refer to. -joist QC Detail Sheets far - 57.10 4 400 3.50" 1.50" Cq factors and Rotational Tolerances. BA1 DEFLECTION (apas) : - Loaded for 10 PSF non-con-ist BCLL. L/999 BBB 9-10 (LIVE) LC 46 Laaded far ZOO# non -concurrent oxi BCW.. L= 0.00" D= 0.00" T= -0.01" .Install interior sopport(s) before erection. _. Jolnt toestl. .... - - �1 k- o- o s 0- D•�0 "Truss deeI' d -to sopport 1-0-0 top -chord L E- B- 0 7 E- S.o autlooke rs and-claddi load gist to exceed - 5 PSF one face,' and 24w spas opposite'face.' - 5 4• o- o 9 4• o• 0 5- 4- 0 5 s- 4- o -- 7s chord na be notched 2.5" dee 1 3.S" F 9 P 5. o- o- 0 to 1 s- o- o - CRITICAL HM= -FORCES, - -. ; 4w at 98" o/c along top edge. DO NOT OVERCUI. . Ns knots or ether t Isnber .defects allowed TC co"* OUR. / TENS. Ola. .. - .12" -of -botches. Do -sot -notch is overhang ' t•E .!OSI •Ina 1. ES / w Lak 0.05 sr heel paseL a:e is i:u i ii i:OR, i:aoi 4.5 •Ina 1.75 / Ek(``1.Oe o.03 CONP. . TENS. O!C 30 ei; sCSTT i it j .09 _. ..a 8-9 e8.10.7e(1.u)/ 30(1.60) 0.059 - R7 tun. (gw. / tars. (aw. CSi L -7 5-e -%-j'1' u3/ w(Leo3 0.05 40((1.00 / 55((1.253 0.0z 4-9 as I.as / w 1.w 0.03 t 2-F 0±4 Truss ID: EG Designed Per MIMI I-2007 " Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the Truss chord lumber "Inc or 825 for all bearings. IRC/IRC truss plate "Ines are based on testiand approval as required by IBC 1703 and AN'1I/7PI and are reported is BSB -1118. Bark all interior bearing locations. - - Permanent bracing is regvI d to Irevert rotation/toppling. See ` CSI and ANSI/7PI 1. PLATING BASED ON GREEN LUMBER VALUES. Not deslened for attic storage mless . noted of erwise: - 4-0-0 4-0-0 1 2 3 4 5 6.00 -6.00 8X10 Qty: 1 UPLIFT REACTION(S) - ` - Support CkC Find Non -Diad . 1 -137 Ib .. ._ 2-75 Ib 3 -12 Ib •74 1► " - 4 -75 Ib 5 -137 lb HORIZONTAL REAMON(S) Rapport 1 152 Ib support 5 -ISZ Ib This crass Is designed using the ASCE7-10 Bind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Ery Category = C Bldg I.sgtb = 60.00 ft, Bldg Width = 40.00 ft Bean rest beight = 11.26 ft, Ib = 110 Occupancy Catef�(ory 1I, Dead Load = 10.2 pof Designed us Bala Wind Force Resisting System Low-rise and Components and Cladding Tributory Area = 19 sgft OVER CONTINUOUS SUPPORT -2 0-08-0-0 -2-0-08-0-0 2-0-0 6 7 8 9 10 All Conn actor 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 9/13/2016 _ 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! Cost: Springer Ranch (CA) "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIE: Drive_M_0020918_L00007_j00001 clube emtram, car, in fabricating, handing, shipping, installing and bracing. Rater to and follow the latest edition of BCSI (Building Component - WO: Drive_M_0020918_L000 - ;. ..rely Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless LY Dsgar: BW #LC = 48 Wr/P: 80 v VTrusses _ far noted othervAse_ top chord shall have propeM allachad structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown face truss and; TC Live 20.00 ppsf LiveSnowDar L=I .15 P=1.25 I I lam\ l l�.l for permanent lateral res[ amt of ,be shall have bracing finless n pm BCSI henviscuone B3, 87 or 810, es applicable. Apply plates to each of position as shown above and on the Joiht Details report unless noted otherwi'se..- -- ' TC Saot7 P � 0.00 8f f SnOWDar L=1.15 P=1.15 /�/ J� IILII Ill Jl�) IIJI \Vvl Alpine a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing,.ny fadure to build the truss in "- .TC. Dead---._- B..00,ps£ _ .Rep -.Mbr . Bnd / Comp /Teas-.. _ AN r7W COMPANY conmancaviM`ANSIrTPl 1, a/for handling, enppiug; Ihstallation &bracing df trusses. -A. sea/,on this drawing or_cover-page listing this drawing,_ Indicates acceptance of professional engineering responsibility _ BC Live 0.00 psf 1.00 / 1.00 / 1.00 21120 N. creat SWPtwy. GrandPrefde, Tx 75050 - solely for the design shown. The sultabllity and use ofMls drawing for any structure Is the responsibility of the Building -- BC Dead- - 7 8.00 psf-- 0: C. Spacing 2- 0-- 0 - `- - DesignerperANSI/rP/ f Sec.2 ----- - TBUSPLUS 6.0 VER: T6.5..20. For more information see this lob's general notes page and these web sites: Bldg Code: CBC -2013 DEFL RATIO: L/240 TC: L/24 ALPiNe filitoglaine tvcom, TPI: wwwtninstaro WTCA inavivshcindustrvand ICC: ww,vFemale are Job Name: Barn - - Truss ID: M1 Qty: 36 BIIG %-LOC REACT SIZE. RHQ'D TC 2x8 DPL 92 - Designed per ANSI/TPI"1-2007 "• - UPLIFT REACTION(S) . 1 0. 1-12 422 3.50" "1.50" BC 2X4 DFL 91 i Btr. '� - Fabrication Tole rmmce = 20.0% Support ChC Wimd Noa-Wind 2 19- 9-- 8 328 3.50 1:50" -"WEB "' '-`-"-'2i4 'DFL STANDARD - Bearings designed -for as FcPerrpp value of the 1 -3 lb 3 7-10- 4 910 3.50 1.50" MA% -DEFLECTION (.p-) : -- Hcr (creep factor) = 2.00 - '"�- lesser of the [tams chord iffier value or - 2 -226 lb 3-379 lb •- L/518 MEN S-8 (LIVE) LC 54 - - Refer to Joint QC Detail Sheets for- Cq factors and Rotational Tolerances. - 925 for all bearings: IBC/IBC trams plate values are based an " -- HORJONIAL REACTIONS) L= -0.18" D= -0.14" T= 0.31" ". EI.WB DEF CRITERIA:L/IZO Loaded for 10 PSF non-cuncm•rent BCLL. Loaded for 2009 mom -concurrent moving RCLL. re testi and approval as required by IBC 1703 and AN I/TPI and are reported i■ R-1118. support 1 480 Ib _ support 3 460 lb IN MEM 9- 4; T= 0.03" - Install interior support(s) before erection. - Mark all interior bearing locations. This truss is designed using the - ASCE7-10 Wind Specification - ....,Joliet li-ttoo...... ... 1 e• o• 0 4 e- o• o .PLATING BASED ON GIIHHs LUMBER VALUES. -� End verticals are designed for axial loads Overhang requires support at the locatiore(s) indicatted. Support design is by others. Bldg Enclosed = Yes, L a• t• a s o- o- o - `- 3 s- o- 0 6 B• o• o _-„- 001 =less noted othenrise. - Not deaissed for attic storage =less s - - Truss Location = Not End Zome CHRTCAI tlFJot� iOttiSr IIs t Over gY� hann(m) are not to be removed:- 01'®HANG(S) BAY BE SHORTENED TO -3" MA%.! no otierwise. Category = C BEldg Length = 60.00 ft, Bldg Width = 40.00 tY . CSi TC Con. (DUH. / TQis.[11.15 1•z-4as(1.60 / 2/4s 'o.lis'=-'=---'IIight-Overhan6.SotFit,loading:=--S.W ISP - - • :. - , Me= cost' height = 12.01 ft, mph' = 110 x -a .497St1.60 / Lte -0.14 - Lrt.sDesi psf. tEUSPLUS 8.0 {BB: TB. S':ZO Occupancy Catefor; II, Dead Load = 10.2 prof 117.zs 0.55 Bldg CaneCBC-ZO13 ; DEFL RATIO: L/240 TC: L/24 ed as Mato Sind Force Resists S sten h y Components and Cladding eC t'on.rul.)/ TENS .(DUH.) CSI _ -Low-rise and Tributary Area = 16 sgft s.6 .155(1 Z5 / 441 Fe 0.50 .. Vertical members exposed to wind: 9- 4 n can.(D w,) / iFJi3. ((D�UUHH)) CSI a-9 •1BL(r.Ls)/ L28(1.as) 0.00 4.6 -!1941 1r5 / 533 1.60 3.41 - 1 2 3 4 6.00 10- -14 4X4 1.5X3 S=8X10'' 2X4 I 0-8-4 /i //: i i4eB3 B1 W 308 :.. RA22 19-9-8 U:-3 (� 8_0_p 11-11-4 � y 5 - 6 B2 W:308 .c OF C�rr�'• R:328 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for H':gh Strength 20 ga., "S' for Super Strength 1R ga. Plates are to be positioned per Joint Detail RepoA., Circled plates and false frame plates U:-226 9/13/2016 11- -12 _ are posltroned as shown above. Shift gable stud plates to avoid-ovedap v6t structural plates. SHIP 4 -4 ""WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cast: Springer Ranch No. C 72180 - .c OF C�rr�'• All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for H':gh Strength 20 ga., "S' for Super Strength 1R ga. Plates are to be positioned per Joint Detail RepoA., Circled plates and false frame plates 9/13/2016 _ are posltroned as shown above. Shift gable stud plates to avoid-ovedap v6t structural plates. _ - _ _ _ 268 - Homewood Muss_ ""WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cast: Springer Ranch _ .. (CA) "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_M_0020916_L0000T-J00001 . require extreme care in fabricating, handing. slipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component .. - Safety Information, by TPI and WrCA) for safety practices prior to performing Nese functions. Installers shad provide temporary bracing per BCS1. Unless WO: Drive_ M_ 0020916_L000 Dsgor: `BW" '#LC _ 63 WT/PLY: 1184 v VTrusses ra ALMposition noted otherwise, top chord shall have property attached structural sheathing anQbottom chord shall have a properly attached rigid ceiling. Locations shown /or p rmanent lateral restraint of webs shag have bracing installed per SCSI sections 83 B7 or B10, as applicable. Appy plain to each face of truss end as shown above end on the Joint Details report unless; 'noted otherwise - TC Live - ZO.00 psf TC Snow P 0.00 sf Livellar L=1.25 P=1. Z5 SnowDur L=1.15 P=1.15 - Alpine. a division of ITW Building Components Group Inc shall not be responsible for any deviation from this drawing, any fagure to build the truss in _ '- _ TC •Dena( 9.00 psF Rep M6r Boa / Comp /Tens AN ITWCOMPANY- donfoimsnca with ANSUfPI 7;bi 1st nandinp, shivVing. Instagation 8`tiraur7p offrirsses. .._.A seal on this.Breiving bieover page.Iistfng.th&drat4ing,.indicates acceptance -of professional enginserfng responsibility BC Live - _ O.00 , prof 1.15 / 1.10 /-1.10 2920 N. Grosf SWPkwy. Grand Pwltle, TX 75050 Solely for the design shown. The suftabiiky, and' use of this drawing for any structure is the responsibility of the Building - - BC Dead - 8.00 psf O.C. Spacing Z- 0- 0 - - Designer per ANSYTP/T Sec.2 tEUSPLUS 8.0 {BB: TB. S':ZO For more information sea, hsjobs,0enetel,no es page and Nese webs es: ALPINE: wmvnloinritw- cam: TPI: nim toiistort;.WfCP: wwwsbcindastrv.ere: ICC: wwwlarsajaL= Bldg CaneCBC-ZO13 ; DEFL RATIO: L/240 TC: L/24 Job Name: Barn Truss ID: M2 Qty: 24 BHA %-LOC REACT SIZE REQ'D TC 2x4 DFL #1'a star... " t- Designed per ANSI/TPI 1-2007 - UPLIFTRUCTION(S) : 1 0- 1-12 1391 3.50" 1.50" BC 2.4 DFL STANDARD Fabrication Tolerance = 20.05 Sappert CBC Bled Nos -Wind 2 7- 9. 4 5369 3.50" 2.89" 2z4 DFL it i atr. 6-8 - ■earings designed for as FcPerrpp value of the - 1 -30 lb -510 Ib MAX DEFLECTION (apaw) : 2x8 DFL 02 9.11 lesser of the trans chord lumber value or 2 -1023 lb L/999 )101 1-2 (LIVE) LC 73 WEN 2z4-. DFL"._STANDARD._ _- - 625 for all hearings. HORIZONTAL REACTION(S) L= -0.04" D= .0.07" T= •0.10" -ABL ILK Ex4 DPL STANDARD _ - Y Ker (creep factor) = 2.00 support 1 469 lb MAX DEFLECTION (cast) : IHC/IBC tress plate values arc based on Refer to Joist QC Detail Sheets for support 2 469 lb L/284 ISBN 11 -OR (LIVE) LC 70 testinngg and approval as required by INC 1703 Cq factors and Rotational Tolerances. This truss Is designed using the I= -0.51" D= .0.72" T= -I.23" and AN and are reported in ESR -1118. Gable studs are required ONLY in the truss ASCE7-10 Wind Specification E%.WB DEF CRITERIA.L/120 Loaded for 10 PSF non-coacarent SCU. ply that will have siding/skeatbing attacked Bldg Enclosed = Yes, IN HER 6- 11 T= -0.09" Loaded for 2009 non -concurrent moving BOLL. _ and an used only for that attachment as Truss Location = Not End gone .. Jotat L.oesti- ..... + + + + + + + + + « + + + + + + + + + + + 4 - nos-etractwral -.her.. Category = C �t o• o• 0 7 4• o• 0 Nail pattern shown is for PLN loads and- Drainage shall be provided to avoid ponding. BI Le th = 60.00 ft, Bldg Width = 40.00 ft Z 4• a- o e 7 -to- 4 ppoint loads converted to PLP loads only. Permanent bracing is required to Mean roof height = 15.33 ft, milk = 110 - a 7.10- a e 7 -to- 4 Cont:eetrated loads shall-ke dintrlhoted•to-- caveat rotation/to Ii See Oce Cate o II, Dead Lead = 10.E psf 4 1a- ?:TOO 14 1O to• s -Ix pp PP ng. Occupancy �' *� S 1z• e• 0 11 1x- e- 0 - each ply equally. Ratti -ply with liangere are _ RCSI and ANSI/TPI 1. Designed as Na a Ind Force Reaisting System C6 a- a• o based on hanger Haile using 3.0" milemin.�- goildleg designer shall verity gable leads -Low-rise and Components and Cladding t9TC CM. MM3 FORCES, into the carrying member.-' and eave loads, if applicable. Tributary Area = 148 sgft TC con. tn. / T0L5. CSI If shown, use additional fasteners for oiat + able bract re fired s 42" intervals, Vertical members exposed to wind: 6. 1 •u0 1.60 / seari-51 5 os3 P [ 1 g qu- n•i •ase 1.00 / aAas5 3.76 loads fees the back plys, distributed eyes. if aEd-to naiad soo_a� � YI`a to ince.----------LOAD CASE 01 DESIGN LOADS ----------•----- 3.4 sea 1.60 / 397Es 0.53 im the chorda, witble 12" of hanger tluan.gge. See-ITWBe6''e Guile gree i-alobeta-Ila. Dir L.Plf L.Loc R.PIf R.Lac u/n 4.5 •846 1.60 / 3131 aAa IF 2.5" GUN NAILS An USED, ANY NAIL CLUSTER Shia bell (if needed) for re support. TC Vert 363.00 0. 0- 0 363.00 8- 0- 0 0.46 K tole.[.1. w. / ins, �(pBN.) C4i AMOUNTS SHOWN shall BE INSTALLED FROM THE PUTIN6 BASED ON GH8E11 LUMBER VALUES. TC Vert 293.80 B. 0. 0 293.00 12- 9- 0 0.57 ea .ass.63 / 13. 11 OST FROM AND BACK FACE EQUALLY(TOTAL NAILS = End verticals are designed for exist loads BC Vert 16.00 0- 0- 0 16.00 l2- 9- 0 0.00 .12 7.8 -aa.00 / 47t t.60 0.1z DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. naly, uwleus sated otherwise. BC Vert 68.00 12- 9. 0 68.00 Ig -ll- 5 0.59 x•e -sass 0.36 10d = IOd NAILS, SOS = Simpson SDS screws 2-PLYI Nall w/IOd COMMON, staggered(ppeer NDS) Te... lbs %.hoe LL/iL Rusteeer •saesu fns 1.Ba a.1e ore waled sabatitate. Neo 7C- 2 BC- L WEBS- 2 PER F0071•• BCVrP•t 535.0 12-10-I1 0.54 11.nawLS / W7 1.800.33to-us .ate.zs / 71 1.e0) 0.55 ((•) = Special Connection Req. (by others) Cluster access, if shoo, are 3" long. w camp w / 7T81S (Ona) Cti NAI1. atterm shown is based on: e•s -tea t7 / a.ST IOd 60% = 0.128" di.. z 3.0" to.g nail 1.0 •1356 1.06 / s4t(((1.as a.st I0d COMMON = 0.148" dis. z 3.0" long nail 1.7 -uta t. zs / zas(1.w3 0.0 l6d BOX = 0.135" dl.. z 3.5" tong nail z-7 •n33 L 00 / Islx 1. ani) 0.31 Gd-C011MON-=-O_16E'_dia, z 3.5" long nal( 1 2 3 4 5 z•e -43ez 1.as / w 1.aa 3.51 _ 2-PLYS 7-e -lea 1. Z5 / 645 l.aa 0. 1z 4-e -1161 t. t3 / a.lz DA.; gh uplift reaeUoa, this truss REQUIRED 4-u / 438(/.60) 0.07 s special connection details ed by others) to seetre truss gidly anchored support. IIr m)-are-eot'-te'bI removed. OF®HAN6(S) Y gE SHORTENED UP TO 9" MAX. 1 Right Overhang Soffit loading = 5.0 psf 3X6 Fall height blocking minfamement required 2.5X4 3x3 2.3X4 to prevent burbling of members over Brg 1. ■locking design and attachment are per the snilding Designer. Full height blocking reinforcemeat relmd10- -14 10- 14 to prevent buckling of members over Brg Z. 10X10 SHIP clocking design and attachment are per the Iluildimg Designer. 7- 6-4-10 Not designed for attic storage unless - 535# noted ot5erul.c.4 -2 2X4 3x6 61 62 3X6 6.0q W:308 W:308 410-0 R:1391 R:5366 U:-510 U:-102 7-2-5 B-0-0 7-3-12 12-9-0 6 7 89 lull TYPICAL PLATE: 1.5X3 Ali connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Sirength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates _ are positioned as shown above. Shift gable stud plates to -avoid overlap with Structural plates. _ 9/13/2016 268 - Homewoodss (CA) **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** Cast: Springer Ranch DIB: Drive_M_0020916_L00007-J00001 FURNISH THIS DRAA'VING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handing, shipping, installing and bracing. Refer to and fdlow the latest edition of SCSI (Building Component WO: Dlive_M_0020916_L000 Saiey Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. unless Dsgnr: BW MC = 74 WI/PLY: 219 V V ry noted other.!.., top chord shall have properly attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locations shown installed 83,87 face truss - TC Live 20.00 psf _ - LiowDar L-1.25 P-1.25 i1 rl T"�� r� n I'�IILItJ�I /!�/ for perms ant lateral restraint f we be shag to s bracing per Cher sections or Bto, as applicable. Appy plates to each of and position a h con above and on oia Joint Details sport, uNecs noted otheriwse. - 7C SOOW (Pf) 0.00 psf $nOWDor L=1.15 P=1.15 �t��\V\�111 lJ� III. Alpine a division of ITW B Icing Components Group Inc.. shat not be responsible for any deviation from this drawing• any failure to build the truss in - -Installation f TC Dead - 9.00 paf Rep Mbr Brad / Coup / Teas AN ITW COMPANY conformance vi6 ANSI/TPl 1, or for•handling, shipping. & bracing of trusses. A seal on this drawing or covecpage listing this, drawing -indicates acceptance of professlonal engineering responsibility BC Live -0.00-psf _ 1.00 / 1..00 /.1.00 2820 N. Great SW Pkwy. Grand Prefrin, TX 76050 solely for the design shown. The:sultabllity and.use.ofthis.drawing for any structure is the responsibility of the Building - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Designerper ANSUTPI 1 Sec.2 - - TRUSPLUS 6.0 VER: T6.5.20 -For more information see.thisloWs-general notes page and these web sites: Bls Code: CBC TC: L/24 ALPINE: Yt1emLMemel v _.; TPI: WMtniin . m' W{CA: 7eem6,plXdodustOL4tg; ICC: vx:.v_ieeA^ -2013 - "b21 DEPL RATIO L/240 Job Name: Barn - -- Truss ID: MF Cast: Springer Ranch DIR: Drive_M_0020916_L00007•-J00001 FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Qty: 4 ERG H -LOC MCI SIZE -REQ'D 1 0- 3- 8 527 8.75" 1.50" TC Zz8 DPL #2 Web bracing required at each location shown. UPLIFT REACIION(S) : Support Cit Wind Non 2 E- Z- 8 20S 3. So" 1.50" Bc Zx4 DFL #1 i Etc. ® _ WEB - 2z4 DFL' STANDARD - ' -" Refer to BCSI for proper required lateral restraint. For alternative web bracing, 1 -148 16 -Wind 3 3-10- 4 198 3.50" 1.50" 2x4 DFL 81 i Bir. 7-4' see ITW9CG's standard details. Z -IT lb AN /TW COMPANY 4 5- 6- 0 214 3.50 1.50" S 7- 1-IZ 188 3.50""""1:50" GBL -ILK..; _ 2z4_ -.DFL STANDARD. - Designed per ANSI/TPI 1-2007 3 -5 Ib 0. C. Spacing 2- 0- 0 8 a- 9- 8 BTR 3.50" 1.50" Benrinss designed for anPcPerrpp v.Iueof'the lesser Imaher Fabrication tolerance = 20.0% Kc 2.00 4 5 -8 16 Ib Bldg Code: CHC -2013 7 To. 5- 2 213 3.50" 1.50" of the truss chord value or 62S for all bears a. r (creepfactor) = Refer to Joint QC Detail Sheets for 6 -6 -160 Ib 8 12- 0-I3 IB1 3.50" 1.50" IHC/IBC trine latevaluesare hosed on Cq factors and Rotational Tolerances. 7 -8 16 9 13- 4- 7 ZOS 5.50" 1.50" 10 15- 4- 2 213 S. SO" 1.50" testi sad approval un required by IBC 1703 Loaded for 10 PSP nos -concurrent RCL1.. 8 -8 16 11 18-10- 0 880 3.50!'. -1.50!' an AN /TPI and are reported in BSB -1118. - loaded for 2006 non-concmrreat coving BOLL. 9 -8.16 MAX DEFLECTION ((LIVE):u Install interior s port(s) before erection. Building designer shall verify gable loads Bark all interior bearing locations. Permanent bracing is required to 10 11 -6 -393 Ib Ib L/999 MBM 2-3 (LIVE) Z L= -0.01" D= -0.01" T= -0.02" and eaVo loads -19 -app ca. e. preveat rotation/toppling. See HORIZONTAL RBACTION(S) BH.WB DEP CD= IN MB11 7- 4; T= 0.42" [+] gable bracing regafired a 42" intervals, / if exppsed to wind load applied to face. ` Sec ITWBC6's Gayle Hracian Details. BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. Bad verticals are designed for axial loads support support support 1 2 6 327 188 160 Ib- Ib Ib .1� " Islet Te -ti ®...... e- e- 0 5 e- e• o z e- s- 0 6 ■- e• `Till Claes-ls'QeBfIft only, unless noted otherwise. i - Y. AS E7-10 Wind Spec ficatioa Clot designed for attic storage unless support PM 11 235 Ib t 1z- e- a 7 to-uaz E ftor Bldg 8nciosed =Yes, 1"' noted otherwise. ' 4 to - ll -tz C•RTCAL tnmA iotC64, TC C011l. gUl. / 7IXe. Truss Location = Not End Lose r nrryriiii Category = C Truss desigaod b suppport 1.0.0 top chord entleel:ers and claddt46 lead not to exceed 0w.33 CSI f.ss :.ti 81 Le tit = 80.00 tY, ■Idg Width = 40.00 fY Mean 5 PSP one face, and Z4 span opposite face. 7ep chord any Ye netcYed L.5" deep H 3.5" L-9 -X / xx 1.053 s-4 -x17 1.so / 145 1.ae e.1e roof height = 14.25 M, mph = 110 Occupancy Categgory I1, Dead Load 10.2 at 48" o/c along top edge. DO NOT OVERCUT. = psf Dee igaed as Main Wind Force Resists System Ne Yaots or ether lumber defects allowed tC C01R. rUt.)/ T9iS.(Dla.) CST s•e -a4 1.zs / trn t.w o.ee - low-rise and Components and Cladd ag 12" sf notches. Do not notch in overhang 6.7 / e - a5 Tributary Arc. = 47t er heel panel. Vertical members ezpegefd to wind: 7-1 4 Ts an.w. / aa -Ni OU .e u - 2 3 4 a -T 4T 0.10 e.4T 6.00 2.5X4 3X8 OVER CONTINUOUS SUPPORT la1 16-11-12 i 2 5 6 7. TYPICAL PLATE: 1.5X3 - _ All connector plates are ALPINE Wave 20 ga., unless preceded by •H• for High Strength 20 ga., "S" for Super Strength 18 go. Plates are to be positioned per Joint Detail Report. Circled g ates and false frame plates 9/13/2016 A Q /� e� Q are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 9/ 1 3,20 1 6 Z68 - Homewoodt �ss. IC "*WARNING!"''` READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" Cast: Springer Ranch DIR: Drive_M_0020916_L00007•-J00001 FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ^ repuire extreme cera in fabricating, handing, shipping, insmlfing and bracing. Refer to and follow the latest edition of SCSI (Buildng Component W0: Drive -11 -0020916 -MOO- Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgnr: HW #LC = 68 WT/PLY: 255 v VTrusses rw nototherwise, top chord shall have propeM attached structural sheathing and bottom chord shall have a properly attached dgid ceiling. Locations shown for lateral have bracing installed 83. B7 870, Appy ro lace truss TC Live 20.00 psf LiveDar L=1.25 P=1.25 �t �� r� tl r� ��t��\v`I permanent n webs shag or as applicable. plates each of and above and no per Cher sections position as shown above and on the Joint Details report uNess noted otherwise. TC SOOW (Pf) 0.00 psf SaowDor L=1.15 P=1.15 `//d III III�� Alpine, a division of ITW Buildng Components Group Inc., shag not be responsible for arty deviation from this drawing, any failure to build the truss in - -" - - -- - - - - TC Dead 9.00 psf Hep Mhr Had / Coup /Teas AN /TW COMPANY conformence'withANSIRPI 7, of handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineerfng responsibility HC Live _ 0.00 psf- _ 1.00 / 1.00 / 1.00 2820 N. Great SIN Pkwy. Grand Prafne, TX 75050 solely for the deslgn'ahown. The'sukabiNry and use of this drawing for any structure Is the responsibility of the Building HC Dead 8.00 psf 0. C. Spacing 2- 0- 0 Designer per ANSI/TP/ 1 Sec.2 TRUSPLUS 8.0 VERT0. S . �+O - For more information see this job's general, notes page and these web sites: r ALPINE: www.atoineawrnm TPI: www, tlmgoro-Wrri=oy,ffWndlGglLgM ICC: rLMIcasfe.om- Bldg Code: CHC -2013 DHPL RATIO: L/240 TC: L/24 r r y 3 Ross P. Shoaf, Civil Engineer 12245 Simone Ct. Browns Valley, CA 95918 - Date: 3/08/2017 Butte County Department of Development Services 7 County Center Drive Oroville, California 95965. Assessor Parcel Number: 028-030-021 Building Permit Number: B16-2904 Plan Check #1 Description: Agricultural Building with electrical NOTE: Use of Barn is for non-agricultural equipment storage and shop The following responds to plan check comments for the referenced project dated March 1, 2017, by Rick Mauldin and Philo Hunt, using their numbering: GENERAL COMMENTS References have been updated as requested. Code analysis items have been added to Sheet 1. • . Fire Dept. contact will be made by Critter Country Construction. The Site Plan now incorporates the storm management during construction plan. NON-STRUCTURAL COMMENTS Detail 1,Sheet 2, has been modified to include the request. ` Sections are added to new Sheet 3. The ceiling will be sheetrock. See note on section cut, Sheet 3. Attic access openings are added to the Floor Plan (at floor level .and ceiling), Sheet 1. The attic ventilation calculation has been modified at Sheet 1 with results incorporated in the Roof Framing Plan. ,j. See Item 9 above where correct NFVA was used. Under stairway finishes are shown on the Longitudinal Section, Sheet 3. The 42" min. stairway guardrail height is shown on the Floor Plan, Sheet 1, and the Longitudinal Section, Sheet 3. ;The Bathroom fan specification has been added as Electrical Note 6, Sheet 1. The Bathroom receptacle is covered by Electrical Note 4. 15. The CalGreen check list will be submitted by Critter Country Construction. 16. The Waste Management form will be submitted by Critter Country Construction. '. The Barn is non-agricultural so comment does not apply. STRUCTURAL COMMENTS Q' 1. Lateral has been redone using the 2013 CBC and ASCE 7-10 codes. There are no changes to wall panels or holdowns but the chord loads in the long direction required an increased nailing. See the revised Top Plate Splice Detail, Sheet 2. v2. The ridge board has been added to the Roof Framing Plan and Detail 14, Sheet 2. .,-3. The conflict has been corrected on the Plan (truss calcs. are correct). �4. Dummy rafter tails are supported by the facia, a note is added to the Roof Framing Plan and details are shown at Detail 12, Sheet 2. ,/5 ' Gable end trusses are braced by the short floor level shear panels as shown on the Floor Plan and at the Ridge, new Detail 15, Sheet 2. - /6. M2 truss uplift ties have been added to the Upper Floor Framing Plan, Sheet 2 and / are shown also on the Longitudinal Section, Sheet 3. /7. The truss review and approval letter is submitted along with this letter. 8. Rim Bd. specification has been added to the Floor Framing Plan, Sheet 2, /9. The Foundation Plan shows the location of all holdowns called for on the Floor Plan. 10. See Sheet 3 for sections. FLOOD ZONE COMMENTS 1. The required elevation has been added to the Floor Plan, Sheet 1. 2. The note has been added to the Foundation Plan, Sheet 2. Thank you for your assistance in handling these items. Sincerely, Ross oaf, PE 11 'SEE FLOOD ELEVATION ' �OR • 5 (E) LeA 4FIaLD i r