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HomeMy WebLinkAboutB16-1845 024-190-017 (2)I Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 530.538.7601 Office 530.538.7785 Fax www.butt2county.net www.buttegeneralplan.net September 20, 2016 MAYO,DONALD 2700 COLUSA HWY YUBA CITY, CA 95993 DEVELON-e.ENr snvias Assessor Parcel Number: 024-190-017 Building Permit Number: B16-1845 Plan Check #1 Description: GAR/SHOP /W ELEC (1536) Occupancy Classification: U (Accessory Structure) Construction Type: V -B Stories: One Fire Sprinklers: No Building Total Area: 1536-sf Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two revised plan sets with your response. NON-STRUCTURAL COMMENTS: 1. Please provide and show the garage floor slope. The area of floor used for parking of automotive or other vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry 'doorway. 2013 CRC Section R309.1. R,v,-,,-,X Suet A3 10 54-� SlVe 2. Please specify the ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 6 -inches within the first l0 -feet (5% slope). 2013 CRC Section R401.3. P i ou d�of 1w4r_-. o,n S14— f A4 .# n, • - & 13 . 4'P'A d-4'OA /10l --s 5t.,- --1 4 3. 3. All receptacles within the garages shall be GFCI protected. Including ceiling outlets. 2013 CEC Art. 210.8 (A) (2)• RoP st,,,,+ A?_ 4- s1,wJ G�ez � . Ceilr�g ec.3ters , 4. All exterior outdoor lights shall be High Efficacy luminaries or Low Efficacy (incandescent) luminaries controlled by a manual-on/off switch with a photocell and motion sensor. Refer to the 2013 California Energy Code Mandatory Measures for Residential Lighting m 5�� Z R�UrS� �tcc4rr��.� syn,loa� k^d naf�f �icfgr..`ncgn�esc�nY iI'yla3 5. Electrical panel and sub -panels grounding shall comply 2013 CEC Article 250-32. Provide separate grounding wire to each panel from main electrical service entrance panel. T� A 'V 6. Provide either High Efficacy lights, or if low efficacy such as incandescent lights are installed they must have a Photocell with motion sensor on incandescent exterior lights. This mandatory requirement also includes the "U" occupancy. R,v�aQ e(eGlrec�t SyM�( (c�,�v( �- Sew L,EtO 1'^t'tor �'tt� p64gce_t t w/ m 411w\ ${nsor e o rO �`®r f oor j jp 4, j 54-"-'+ A . 7. Lighting installed in attached and detached garages, laundry rooms and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. 2013 CEC Section 150(k)6. �cutS•!� 5(4..,* A -1-i5h,-1o-,-ruin �gOT '$wlio�--1. 8. Drawing sheets "throughout" are making references to California. Building Codes. Example-CBC Table 2304.9.1 on sheet A6. Please update sheets_ to adopt applicabje i:RC zeferences. STRUCTURAL COMMENTS: No comments' The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at E the address below. Permit status can be tracked by logging on to httn:::!www.buttecounty.net/dds and clicking Building Permits Status. { ,t Mark Dornan Curtis Johnson Plans Examiner Plans Examiner ` 530.538.2875 530.538.7601 . mdornantalbuttecounty.net cljohnson@ybuttecountv.net t r I i 5 i m x U) z C) O c Cn m �I 727'± , rr TO PROPERTY LINE —1 m z I O < m / m < •''�' n m M DO ` o ., m Ln �•D O x / in l O m :.i.. �m mX=m x m0x — — 0mN Om_1 :m z m�z _ '�' G7 0O / W \O cn co D /( m W 0 Co m � -Ni /<^\ m o� z \ \ \ \ m p �7- m 0 \ \ \ / \ I— > m r \ \ �cC z ::Em \ r\ > r m x 1! —I O r U) r� m m =z �,. n oC c/) i o L� \ \ m r- Zm D r m --�------- �' —I m o -x --C�----- —z m r of N m mDm m x-0 >(-);0G) m m / RQBINSON ROAD _ - to / =gro4 D 0 (-) I � �o / m ( � om - I S00°43'03"E - 1,332'± �m mm �m rz Dr z cf)I m 001 00 CP 0) F--- Ln I I 45z: z: _ rl -00 00 ROBINSON RD`s I I -F I I S00.43703"E - 1,332'± o Q ENLARGED SITE PLAN OVERALL SITE PLAN ALE. 1'-.50' SCALE. V-500' sy �� Gq�� F� •iia L LAUGHLIN and SPLNCL PROPOSED 3 -CAR GARAGE FOR: A m _ CIVIL ENGINEERS 8c. SURVEYORS CHUCK MAYO N -- �'J +0W ok Bea c5W) !T +100012236 ROBINSON RD. z � num aw cab M, '. (&W) " om APN: 24-190-017 z 1 -� PROJECT LAUGHLIN and SPENCE CIVIL ENGINEERS and SURVEYORS QROfES p , E�.(p DATE to 1008 LIVE OAK BOULEVARD 1530) 671-1008 A oe r l.g YUBA MY. CA 95991 tai (530) 671-082-1Co JOB NO. N R 180 3 SHEET eO9Ct qTF EA- Project Owner: $ Address: �2' 2� CP O o t`1SC" Building Code Building Occupancy V Building Type - Y Roof LL Roof DL Floor LL - y Floor DL - .Wind - � iU� taik, Earthquake My Documents / Projecr Irtformorio,, PROJECT ;rx„mss LAUGH.LIN and SPENCE CIVIL I NGIN1. 1=RS an\I SURVEYORS 11By�i DATE 7�/ IIN1�I.1\'1: .•11: 11(Il'I.I�.V:\lilt 030071-16111 �'t,•s t`+ 1'�:Ii.H'll'1'.l:\'hy�/l lin i`ilgr'I-Ih” ` I � � �� /. JOB NO. SHEET_ OF� f au _ o ; Q tj Ile �...�.._...! �',�;._,...,• \„ 6�'.�Yj•� �,.�✓�y,. ,.;�.,.___.;;;,���JJJ i ` �J2 i � , f 1111 N. I ;gip4tj 2.WhI # t , vit 1 • { F � ' ' I 1 I i 1 ' { � � 1 I ` MI :j ` ��'� Jit ; �f ��, .. I � I � . ..i . .F •t-_. _ f I , t oil a ► &V i , TA CIVIL F HNEERS and SURVEYORS - v .om""uVAR , .m.^x'/*w LAUGHLIN and SPENCE CIVIL FNGINEERSan(I SURVEYORS 100", 1.1\ I I )AK M R 1 I -V\141) (53, Mo? I -M, N A '15Y)l 611 -IIS2, PROJECT C:> By CACorl W(—L DATE JOB NO. 1 (lz> — S LAUGHLI.N and SPENCE PROJECT CIVIL (:NGINf:I RS and Sl)RVC:yORSBy F.B�CJ� L� _DATE Mik, I""'1.1% k OAK l(111,1 I \'\I(I) It:iirh'I-11111 �,, d. ,•5 1111.\(. ,'I'1'. (':\ 1.71.11\" r JOB NO. SHEET 4,— OF GJ� A (at. f �a2 a �1(o°x4���x�� } -- meg• S�c2o} Fos } ' l -A- � ' G'/moi• i {. � i 4 14 T- } 1 F- t ' ---• �+�,.,••. �•- ,j.w. Imo..:: ► al � , j i 1 •_ e 1 — t f I I I 1 Il l I. 1 ' i' , ' -�---�---- ice+--• i _-..�._..r7rovID i Tr Aj (`vim t• D�1j,,� 1 - - i _1_...L-- - -• - L �. .�. __ .. _ _ .�._. LAUGHLIN and SPENCE PROJECT i BY G Ucrr-� _DATES J b CIVIL II_ I NGINEERS and SURA 1'YORS loft. I I\'1 OA\ IMIJA:`,(•\R) 1 S illl (•' I -I IIOS JOB NO. �/b SHEET OF _ _! I + i I 2 ? + i wl I r ; _ j �-__ : 1 1 e • I _ _ 1 I 6 I 1 I r I ij •- � r ' - I . LAUGHLIN and SPENCE CIVIL ENGINEERS and SURVEYORS 1111N1,1\1 OAKHOULF\ARD 4 �301 67 Y AiA ( H N'. ( A'14991 lily 010) PROJECT BY DAT JOB NO ­ SHEET OF 7 tt > y- -77/ 7Xk r ......... tilt -4 Y, F -i 4 • L A 4L -T- fi ILI, I . . . . . . . . . . 7s .4 f Ir -7-4 r t M 'r-"Psign Maps Summaryl'Report •.:age..l.of 2 , 1 - USES Design Maps Summary Report, r �.. User -Specified Input,; 4 J. ' L Re '~12236 ROBINSON RD, GRIDLEY ' r •► 4 P Title' August 4, 2016 22:12:38 UTC, Y yBuilding ;Code Reference Document 'A SCE 7-10 Standard _ !i t '•, v, j x F. ' r". 4 T f! (which utilizes USGS hazard data available in 2008). p' "t ' Site Coordinates 39.3076°N; 121',68°W 67 41 ',Site Soil Classification'-Site'Class'D - "Stiff Sr _ oil" E '' -w .,� t Y. y. Risk Category, I/II/III Y •.;l }1,, s1.4' !}Sel -^!r ,'-:.R'e5M1 ,ea? Tial, Mi 4 rA k�,� Lr". � C .� ` ''� t "k: �kii :'� '�k�} Ufi- r�i•` �. 'at -.!a 1 3 - �f• t 3".I.t s ,..Su • .. l y' �* . MN. y� V � - �< � •': c� �y `iy. � ' � r •T' t �� T 7. � .. �� 3' � `'M � {• is "��' is l t �� � - �� , f i.. �Q.L�-T ".,'f 4 �p" S.-�f' tSr,Mj � .,C '�:. ,r, ?� z �, �� ,� •, � Yr 3' ••.�--�{ 8Q}�'�T or' '� S.lrR4-��.•qq '� • ,. ' .. USGS-Provided Output ..� Ir. s SS , 0.586 g < SMS'= 0380'g- Soy = 0.520'9., r y4 s 31 .10.271, �S., = t 0.503 g S°1 _ .0.335 g -.For information on how the SS and S1'values above have been calculated from probabilistic (risk -targeted) and, - u i deterministicyground motions in the direction of maximum horizontal response; please return to the application and ' " select the "2009•NEHRP,.building code'referee c document.~` ' r;.. 2. 4 u 2 r MCEA Response Spectrum` i Design Response Spectrum ' r '- - 4• r 0.80ti' (, 1 �k �� " S.) , - ! 0.54-- 0.72 s a }'. , {*d },t, y 0.48-- 0.64 r }. a '! ;7-0.42--' s, • t'' . ,. ,M 0.42 w � 0.56 .�.• , _ ' ' . • ' y -- .. ' ., . - '� r,1 3 j�,. ' r• '. 0.36 .. y �• ,� 0.48 0.30-- 0.40 v r 10 4 i b, t y +. + t. 1- W 0.24 0.32 1 s r 0.24 0.16 0.12 4 0.09 z I - 0.06 0.00 .. - ., "S'-• x . '+ .r •0.00 „` '�• 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1' 40 • •1.60 1.80 2.00 ' �' 0.00 0.20 0.40 0.60 0.80 1.00'1.20 1.40 1. Go ,1.80 " 2.00 ; y Period, T(sec) Period, T(sec) For PGAM, TL, CRS, and CR, values, please view the detailed report. 4. r i ins is �'• - r s �•'. w' J , 7,� , r r.r• S. � ... i,,' httoWehpl-earthquake.cr.us;?s.Rov/desiQnmai)s/us/sump arv.vht)'?template'minimal &latitud..." 8/4/2016 ------------ �_- d �- r9 ap -�, TABLE 2.17 �~ SECTION PROPERTIES FOR SAWN LUMBER AND TIMBERa'° ro' Y FWeiightinpounds rlinear foot of piece when Standard 5 30 35 40 45 50 X -X Axis Y -Y Axis 0.326 0.391 Nominal .:Dressed ' Siie Area Board Moment 0.547 Moment 0.729 3.828 Size (S4Sj of of of Inertia Section Modulus of Inertia Section Modulus Measure 1.133 bx.d bxd 1.699 1.888 S / 1.686 per 2.168 - in. in'•., in.' in.' in.' S. in:3 Lineal Foot 0.781 rin. 1,042 1.172 0.977 0.781 0:088 0.234 } 1.641 1.823' ' FX3j1:875 2.625 2.680 1.531 0.123 0.328 1.888 2 2.693 3.021 4.125. 10:398 3.7810.193 2.891 0.5161x8 3.854 .. 4:336 4.818 2.930. 5.438 23.817 6.570 0.255 0.680.1 3.451 4.141 x 10 5.521 6.938 49.466 10.695 0.325 0.867 # 1.734 1 x 12 1 x 11} 8.438 88.989 15.820 '0.396 1.055 1 2 X 3' 11 X 21 .: 3.750 1.953. 1.563 0.703 -0:9 } 2 x 4' 1} x 3}�; .. 5.250.: 5.359 �.06 j. 0.984 7.813 8.789 2 x 6' x 8 1} X 5# ' 1 } x 7} '. ' 8-250 - 1 .875 _ ; 0.797..2 : 9.201 2 e38- 6.619 2 x 106. :.1#x:g}''.;.. 10.590 :635; $93 13.238 8.5_94 10.026 11.458 2x 12'., 1}X 11}:.; ,'1� 87 ': ... :.7.979 _._ r i. 2 602 1.@4 3. 6 419 1} . 2 x W' -'v }.X .13} '- :,.:.,:... :19.875 :' 290:775- .. 3.727 4.969 2 21 3X 4 .':;': 2x`8# 18.750: ; %.8.932 5.104 < 9, 557. 3.646 10.981, 3 x 6'~13.750. 15.373 17.569 :-. 34.661 12.604 7.161 5.729 1 1 } •. 3 x 8'-':; 2} X 71' `2} 18.125 7 .391 ` 21.901 9.440 7.552 2 3x 10.. ' 3 x 12 :; X:9}rri:. 23.125 :886 \ % 35.651 12.044 9:635 . 21 . 2,456.380 .2}X 11}; 28,125 .631 �4.625 52.734 14.648 11.719. 3 �. 3x 1 .. 2 x 13, . 33.145_ , 73-151 17.253 13.802 31 ,t6 2} x 151 : 38.125 "...738.8.70 96.901 19.857 15.885 4 \ 51 x 211 118.250' 4,555.086 423.729 298.088 108.396 11 20.530 Y FWeiightinpounds rlinear foot of piece when weightoC ood percubic Coot equals: 5 30 35 40 45 50 Pcf Per pcf pcf pcf pcf 0.326 0.391 0.456 0.521 0.586 0.651_ 0.456 0.547 0.638 0.729 3.828 0 , 0.716 0.859 1.003 1.146 ,0.820 1.289 1. 0.944 1.133 1.322 1.510 1.699 1.888 1.204 1.445 --> 1.686 1.927 2.168 2.409 1.465 1.758 2.051 2.344 2.637 2.930 0.651 0.781 0.911 1,042 1.172 1.302 0.911 Q4 •.• .,,'1.276. 1.458 1.641 1.823' ' 1.432 1..19_-.-. 266 7.869' 2.292 2.578 2.865 1.888 2 2.693 3.021 3.398. 3.776 2.409 2.891 3.372 3.854 .. 4:336 4.818 2.930. 3.516 •4:.02 9,688 5.273 5.859 3.451 4.141 4.8363" 5.521 6.211 6.901 1.519 1.823 2.127 2.431 1.734 3.038 2.387 2.865 3.342 3.819 4.297. _ 4.774 3:147 3.776 4.405. 5.035 5.664 6.293 4.015 4.818 5.621 6.424 7.227 8.030 4.883 5.859' 6.836 7.813 8.789 9.766 5.751 6.901 8.051 9.201 10.352 11-502' 6.619 7.943 9.266 10.590 11.914 13.238 4 x 4 4 x 6 3} x-31 M x 5} 12.250• ' 12.505 7. 46. "TS 12.405 7.146 1} ' 2.127 2.552 2.977 3.403 3.828 4.253 4 x 8 • - 3} x 71 19.25Q: 2 48.526 . 111:.148'\ 0 _ 1165 L2 2. 3.342 4:010 4.679 5..347 6.016 6.684 4x 10 .. 31 x 9}. '' :3 ' X130:840 \ 1' 2.904 '., 33.049 14.802 18.885 21 4.405 5.286 '6.745 6.1 , , 7.049 '8.938 7.930 8.811 4 x 12 3}ic ll} 3 ,,8.7.6�. .. ;'. 15. $ , : 73:828 :'40.195 22.969 31 : 4 5.621 7.869' 10.117 11.241 4 x 14 3# x 13}. 675 67.76 102.4 1 47.340 (27:052 41 6.836 8.647 8.203 9.570 10.938 12.877 12.305 13.672 4 x 16 3}X 154 53.375 1,634.418 135.6361 31.134 51 9.267 9.657 11.121 11.266 14:485 16.094 .487 .12.975 14.828 16.684 18.536 6 x 6 6 x $ 5} x 51 5} x 7# 30.0 4�2ri0 - 193.359 -103.984 76.25542, 76.955 27.729 ! 3 5.252 6.302 7.352 8.403 9.453 10.503 6x 10 5}xg} ' '52.25 : 132:963!131.714 37.813 4 7.161 8.5_94 10.026 11.458 12.891 14.323 12 5}x.11} _ : 6 . :_6159.443 47.896• 5 9.071 10.885 12.700 14.514 16.328 18.1416x 14 5} x 13# 74.25 57.979..6 10.981, 13.177' 15.373 17.569 19.766 21.96.'6x 16 5# x 15# 85.250 , ,127:62 ' 1,706.776 187.172 214.-901 68.063 78.146 7 8 12.891 14.800 15.969F04T , 24.625 23.203 25.78a6x 17.760 20.720 6X 18 51 x 171 96.250 2,456.380 2_ 7.29 242.630 88.229' 9 16.710 23.681 26.641 X29.60'! 6 x 20 51 x 191 107.250, 3,398.484 348.5[33 270.359 98.313 10 18.620 20.052 22.344 23.394 26.736 30.078 33:426 6 x 22 51 x 211 118.250' 4,555.086 423.729 298.088 108.396 11 20.530 24.635 26.068 28.741 29.792 32.847 33.516 36.953 37.240 41.059 6 x 24 51 x 231 129.250' 5,948.191 506.229 325.818 1i8.479 12 22.439 26.927 31.415 35.903 90.391 44.878 8 x 8 - " 10 71 x 71 71 x 91 56.250 71.250 263.672, 535.859 hU13 e� 11 263.672 J 70.313 5# 9.766 11.719 13.672 15.625 17.578 19.531 "J 7} x 11#. .86.25 �' 50 59� J 333.984 ; 404.297 89.063 107.813 63 12.370 19.844 17.318 :9.792 22.266 29.790 .19 7} x 13# 101.250, 1,537.734 _ --2277. (3 474.609 126.563 8 94 14.974 17.578 17.969 20.969 23.958 26.953 29..998 8 x 16 71 x 151 116!.250 2,32'7.422 300.913 544.922 143.313 IN 20.182 21.094 24.609 28.255 28.125 32.292 31.641 35-156 8 x ! 8 7} x 17# 131.50 3,349.609 -382.813 615.234 164.063 12 22.786. .24.219 27:3`49' 31.901 36.958 36.328 .40.365 8 x 20 71 x 19# 146•.250 4,634.297. 475.313 684.547 182.813 131 25.391 30.469 35.597 41.016\ � 45.573 8 x 22 71 x 21} 161.250 6,211.484 577.$13 755.859 201.563 141 27.995 33.594 39.193 � 90.625 44.792 45.703 50.391 50.781 55.990 8 x 24 71 x 231 176.250 8,111.172 690.313. 826.172 220.313 16 30.599 36.719 42.839 48.953 1 55.078 61.19 in- in 01vo1 on 9Kn I R7R.7.; 149 ROG f,7R9KK ld9 Beam Dong -Fir #2 k-LUVI) troor) YO (fir) (Perp) (roof) =1005'LNEOA)C' - �:YUErA By mss_:.. " ,i = ,• <> DATE = "" (floor) CrrY -Gti93991" - (nom 3701671-0E'L Fb' -h',_ '�-•,� Fb' & allow Fc Fd/ 1,500 • JOB NO,X. .. 2,175 1,000 125 (roof) (roof) :. (floor) (flr) SHEET (roof) (floor) Fb (roof) (floor) CF Fc 4x4 Beam Dong -Fir #2 k-LUVI) troor) (floor) (fir) (Perp) (roof) (floor) Fb (roof). (floor) CF Fb' Mallow Fb' & allow Fc Fd/ 1,500 10,719 625 CD 2,175 1,000 125 (roof) (roof) :. (floor) (flr) (perp) (roof) (floor) Fb (roof) (floor) CF Fc 4x4 1,64111,724 I25 1,313 9,379 625 2,438 1,950 875 125 1.00 1.50 1300 4x6 1,422 25,090 1,138 20,072 625 2,113 1,690 875 1.25 1:00 1.30' 1300 4x8 1,422 43,59? 1,138 34,877 6252,113 125 L690 875 125 1.00 1.30 1300 4x10 1313 65,509 1,050 52,407 625 1,950 1,560 875 125 1.00 120 1300 4x12 1203 88,824963 128,014 71,060 . 625 1,788 1,430 875 1.25 1.00 1.10 1300. 4x14 1;094 112,013 875 89;610 625 -1,625- 1,000 1,300 875 125 1.00 1.00. 1300 4x16 1,094 148,380 875 118,704- 625 1,625 1300. 875 125 1.00 1.00 1300 6x6 1,094 -30,329 875 24,263 625 750- 600.7. 875. 125 1.00 1.00 600 6x8. 1,094 56,396 875 45,117 625 750 600 875 1.25 1.00 1.00 600 6x10 1;094 90,483 875 72.388 625 750 600 875 125 1.00 1.00 600. 6x12 1,094 .132,594 875 106,076 '625 750 600. 875 125' 1.00 1.00 600 6x14.'±1,07:5 179,622 860 143,697 625 737 590875 125 1.00 600 9 •233,298 847 186,638 625 1 726 1 581875 125 I:00 .0.98 0.97 600 Donk-Fxr #1 - 6x6 1,688 4,6,793- 1-:350 37,434625 1,156 925 1,350 125 1.00 1.00 925 6x8 ' 1,688 87;012 1,350 69,609 625 1,156 925 1.350 1.25 1.00 1.00 925 6x10 1,688 139,605- 1,350 111,684 625 1,156 925 1,350 125 1.00 1.00 925' 6x12. 1,688 204.574 1,350 163.659 625 1,156 925 1,350 115 I.00 1.00 925 6x14 1.659 277,130 1,327 221.704 625 1,137 909 1.350 1.25 1.00 0.98' 925' 6x16 1,634 359.945 1,308 287,956' 625 f 1,120 896 1,350 1.251.00 0-917=925 k-LUVI) troor) (floor) (fir) (Perp) (roof) (floor) Fb (roof). (floor) CF Fc. .. 4x4 1,875 13,398 1,500 10,719 625 2719 2,175 1,000 125 1.00 1.50 1450 4x6 11-625. . 28.674 1,300 22,940 '625 2,356 1,885 1,000 I25 1.00 1.30 1450 4x8 1,625 49;825 1,300 39,860 625 2,356 1,885 1,000 125• 1.00 1.30 1450. 4x10 1,500 74,867 1,200 59,894 625 2,175 .1,740 1,000 125 1.00'' 1.20 1450 4x12. 1,375 101,514 1,100 81,211 625 1,994' ' 1;595 1,000125" 1.00 1.10 1450 4x14 ; 1,250 128,014 1,000 102,411 625 1,813 1,450 1,000 1.25 1.00 I.00 1450 4x16 , . 1250 169,577 1,000 135,661 625 1,813' 1,450 1.000 1-,),1 1.00 1.00 1450 6x6 1,688 4,6,793- 1-:350 37,434625 1,156 925 1,350 125 1.00 1.00 925 6x8 ' 1,688 87;012 1,350 69,609 625 1,156 925 1.350 1.25 1.00 1.00 925 6x10 1,688 139,605- 1,350 111,684 625 1,156 925 1,350 125 1.00 1.00 925' 6x12. 1,688 204.574 1,350 163.659 625 1,156 925 1,350 115 I.00 1.00 925 6x14 1.659 277,130 1,327 221.704 625 1,137 909 1.350 1.25 1.00 0.98' 925' 6x16 1,634 359.945 1,308 287,956' 625 f 1,120 896 1,350 1.251.00 0-917=925 ° . 1vLLV=�IIJ+. PROJECT :. CLVIELIGINEERSd10M.LME-04rcDc 13y.. SUFLEYOKS'- ,...:YUBAQT.4_Eh;9J99r :: DATE="__- JOB' N0. - SHEET_OF RoofRafters at or less than 24" oc.,... ' 8/5/1999 Daus FirLarch #2 2x6 2x8 Fb'(psi)- 1,635 1,509 Ma11(ia-#) 12,366 19,834 Fb 87 87 i CD 125 1.25 CF 1.3 12 Cr 1.15 1.15 b(in 1.5 1.5 d(in) 5-5 725' S(in^3) 7.56 13.14 2x10 1,384 29,596 875 1.25 1.1 1.15 1.5 9.25 21.39 2x12 1,258 39,798 875 1.25 1.0 1.15 1.5 11.25 31.64 4x6 1,635 28,854 875 1.25 1.3 1.15 3.5 5.5 17.65 4x8 1,635 50,136 875 1_25 1-3 1.3 1.15 3.5 7.25 30:66 4x10 1,509 75,335 1 875 1.25 12. 1.15 3.5 925 49.91 4x12 1,384 102,148 875 1.25 1.1 1.15 3S 11.25 73.83 ' .Douce F'u-Larch #1 • 2x6 ro-lPSI) mau(in-*) 1;869 14,132 ro 1000 LD - 125 CF 1.3 Cr 1.15 b(in) 1.5 d(in) 5.5 S(in^3) 7.56 2x8 1,725 22,668 1000 1.25 12 1.15 1.5 7.25 13.14 2x10 1,581 33,824 1000 1.25 1.1 1.15 1.5925 21.39 2x12 1,438 45,483 1000 125 1.0 1_15 1.5 1125 31.64- 4x8 1,969. 1,869 32,976 57,299 1000 1000 12513 1.25. 1.3 1.15 - 1.I5 3.5 3S 55 725 17.65 30.66 4x10 4x12 1,725 1,581 86;097 116,741 1000. 1000 125 125 '12 1.1' 1.153.5 1.15 3:5 t 9.25 11.25 49.91 73.83' Floor Joists at or less than 2,V I oc. Doue Fir Larch #2 Fb'(psi) 'Mall(in-#) Fb CD CF Cr b(in) d(in) S(in^3) 2x6 1,308 9;893 875 1.0 1.3 1.15 1.5 5.5 7.56 218 1,208 • 15.867 875 1.0 11 1.15 1.5 '725 .13.14 2x10 1,107 23,677 875 1.0 1.1 ' ..1.15' 1.5. 925 2139 2x12 1,006 '1,30:9 1 31,838 875 1.0 1.0 1.15 1:5 .11.25 31.64 4x6 .23,083 875 1.0 13 1.15 3.5 5.5 1.7.65 4x8 1,308 40,109 8-75- 1.0 1.31.15 3.5 7.25' 30.66 4x10 1,208 60,268 875 1.012 1.15 3.5 925 49.91 4x12 1,107' 81,719 875 1.0 1.1 1.15 3.5 1125 73.83 Douce Fir Larch #1 Fb'(Fsi) Ma11(m-#) Fb CD CF Cr b(in) S(in^3) d(in) 2`t6 1,495 11,306 1000 1.0 1.3 1.15 1.5 5.5 7.56 2x8 1,380 18.13'4 1000 1.01.2 1.15 1.5� - 725 13.14 2x10 1,265 27,059 1000 1.0 1.1 1.15 1.5 9.25 2x12 1.150 36,387 1000 1.0 1.0 1.15 1.5 1125 .21.39 31.64 4x6 1,495 26,381 1000 1.0 1.3 1.15 3.5 5'.S 17.65 4x8 1,495 45,839 1000 1.0 .1.3 L 3.5 725 30.66 4x10 1,380 68,878 1000 1.0 12 1.15. 35 925 � 49.9E . � ' , pnoJscT ^^."- ENGINEERS and ouolE Y?]D3 -- `m"LIVE wXw`°w ov 'BA --' CA --- ^~(530)671-092' .E_-_-____ .) JOB NO. SHEET. ` --`--'----- -----OF -=-=-r�==� . . � LAUGHLIN and SPENCE' PROJECT a CIVIL ENGINEERS and SURVEYORS 1009 uve OAX BOULEVARDBy ' YUBA CITY. CA 95991 (530) 671.1008 DATE " 6a (5)0) 671-0822 r - JOB .NO. :_.._:......;.._..- :_....... ....... .._.._. SHEET OF 2x4 studs allowable axial dead load with a 20 psf lateral load. Cd=1.0 axial with Cd=1.6 bending stud length df/hf stud df standard dfli2 df# 1 (fr•) i (lbs.) (lbs.) (lbs.) (lbs.) ' 7.00 1,261 954 .-2,394 2,682 7.25 1 • 120 794 2,188 2,459 7.50 989 647 1,999 2-55 7.75 868 510 1826 . 8.00 756 2 068 383 1'668 1 897 8.25 651262 1,522 1,740 + 8.50 554 145 89 1597 8.75 463 30 1 1266 1464 . 9.00 377 .1 153 9.25 296 1,343 .. 9.50 1,049 1 231 219 953 1,127 9.75 144 1 864 --_I,032 .10.00 • 71 781 10.25 943 10.50 704 861 632 784 10.75 565 11.00 713 _ .. 11.25 502 646 11.50 443 584 11.75 387 525 12.00 334 470 12.25 284 418 12.50 237 369 12.75 191 323 13.00 147 278 13.25 1 104 236 13.50 61 195 13.75 19 156 14.00 118 to ')c Al PROJECT ` LAUGHLIN and SPENCE IOOB LIVE OAK BOULEVARD YUBA CITY, CA 95991 (530) 671-1009 DATE !u (530)61.0822 1 ) JOB NO. .._,.:...u..,�:..:.::. ._ SHEET OF - 2x4 studs allowable axial dead load with a 25 psf j lateral load. Cd=1.0 axial with Cd=1.6 be -------------- stud length df/hf stud df standard df#2 df1# 1 (ft ). (Ibs,) (lbs.) (lbs.) (lbs.) 7.00 1 012 582 2,174 .2 468 • 7.25 867 410 1,969- 2,246 7.50 732 247 1,782 .2 044 7.75. 606' 86 1611. 1,860 8.00 488 1454 1,691 8.25 377-1,310- 0— i_53F -- ' . . LAUGHLIN and SPENCEpnoxecT ^~, unuuuuvEyOx8 =mUVE OAK �m��°w` �` ur '-_'--- TE ^~�mm"mo �--------- JOB NO. SHEET OF'-.. .... ---` -' -- ! ' / LAUGHLIN and SPENCE PROJECT a. CIVIL ENGINEERS and SURVEYORS I ODS LIVE OAK BOULEVARDBY YUBA DATE eta tl CITY• CA 93991 (SJO)671•ICOa fu (530) 671-0m JOB NO. ......__....SHEET 2x6 studs allowable axial dead + live load with a 20 psf lateral load. Cd=1'.0 axial with Cd=1.6 bending stud length df/hf stud df standard df#2 df# 1 (ft.) (tbs.) i (lbs.) i (lbs.) (tbs.) I 7.00 1 8 228 9 154 7.251 7,90 7 7 508796, 7.75.-7,579 8,429 . 8.00 '7,245 8 058 8.25 6 910 7,686 8.50 6,576 7,316 8.75 6 247 6 953 I 5,924 6,598 9.00 5 610 - 925 6 253 , 9.50 5,307 5 92.1 9.75 5,015 5 602 10.00 4 736 5,297 10.25 a.469 5006 10.50 1 4 15 4 730 10.75 3 973 4 468 I I nn 3,744 4-21()l 4 a -LAUGHLIN and .SPENCE PROJECT ' CIVIL ENGINEERS and SURVEYORS ' ♦+���:' loos LIVE OAX BOULEVARDBY (530) 671-10^_: 'YUBA CITY. CA 93991 fu (530)671-0822 DATE ' JOB NO. SHEET 2x6 studs allowable axial dead + live load with a 25 psf lateral load. Cd=1.0 axial with Cd=1.6 bending 1 stud length OYUstud ' df standard I df#2 df#1 (R) (lbs.) (lbs.) I (lbs.) i (]bs.). 7.001 7.25' 7,949 8,877 : 7.50 7 610 8,500 7.75 7 265 18 117 8.00 6,916 -7732 8.25 6,568 7,347 8.50 .6224 6 968 . 8J5 1 5,896 6 596 9.00 5,556 6,235 9.25 5,237 5,886 9.50 -4"930 '_ 5,550 9.75 L-42635 " 1 4-13-54 4,923 10.25 4;086 4,632 10.50 3,832 4,356 10.75 3,591, 4,095 f .. 11.00 . 1125 3,362 3 145 3,848 3,614 ` 11.50 2"941 3,393 " 11.75 ' 2.747 3,184 12.00 564 2,987 12.252,391 2,800 12.50 2.227 624 ' 12.75 2,071 457 13.00 1,924 299: . ' 13.25 1,785 2,150 ( 13.50 1 652 2,009 13.75 1,527 1,874 14.00 1,407 1 ?47 14.25 1,293 .1,626- 14.50 1,184 '1511 14.75 1,081 1,401 15.00 982 1,297 15.25 887 1,197 15.50 796 1,102 15.75 708 1,011 16.00 ! 624 924 16.25 542 840 ' I 16.5 0 463 760 16.75 386 682 17.00 311 607 17251 237 535 17-50192 164 465 17.75 397 18.001- 19331 18.25 265 '. 18.50 18.75 201 ' 138 19.00 75 19.25 11 19.50 19.75 20.001 LAUGHLIN and SPENCE PROJECT a` CIVIL ENGINEERS and SURVEYORS 1009 LIVE OAK BOuL�nuOBy DATE YUBA CITY. CA 95991 (530) 6760008 fu (530) 671.0822' JOQ NO. SHEET OF E a PROJECT LAUGHLIN and SPENCE CIVIL ENGINEERS and SURVEYORS • 1008 LIVE OAK BOULEVARD (570) 671-1008 BY DATE `mats YUBA, CITY. CA 95991 fu (330) 671.0822 JOB NO. SHEET f PROJECT LAUGHLIN and SPENCE ' CIVIL ENGINEERS and SURVEYORS 1008 LIVE OAK BOULEVARDBY YUBA CITY, CA 95991 (510) 67I -loot _ DATE - � (u (530) 67I-0822 JOB NO. SHEET 'OF 4x8 post allowable axial dead + l;., (,,;a I LAUGHLIN and SPENCE PROJECT y CIVIL ENGINEERS and SURVEYORS 1008 LIVE OAK BOULEVARD BY DATE .- (170) 671-1008 ♦r � � � YUBA CITY, CA 93991 fu (SJO) 671-0822 - ' JOB NO. SHEET pF 6x6 Post allowable axial dead + live load Cd=1.0 axial 1 ' ' 1 stud length 1 df/hf-stud df standard df#2-.' df#1 (fr) (lbs.) ! (Ibs.) I (lbs.) (lbs.) 7.00 1 18,9151 26;373 ' 7.25 18 712 26 020 7.50 18,498 25 647 7.75 18 271' 25,254 8.00 18 032 8.251 24,841 17,781 24,410 8.50. 17 518 23,961 8.75 i T744 23'495 .9.00 ! . A61958, 23,015 9.25 i I 16 662 '22,522 9.50 16 56! 22,018 • 9.75 I 16,042 21 506 10.00 15,721 20989- I 0.25 I 15,393 20 468 10:50 15,060 19,945 ' 10.75 I 14,724 19,424 ' 11.00 14,386 18,906 11.25 14 046 i 18,393 _ . 1.1.50 13 707 17,888 11.75 113,3701 17,390 12.00 I13 035 16,902 12.25 12,704 16 424 12.50 12,378 15 958 12.75 12 057 15,503 13.001 I .11,742 .15,061 13.25 ! 11 433 14,632 13.50 ! 11,131 14,216 13.75 i 7 10,837 13,812 ` 14.00 10 550 14.25 13,421 10 270 .13 043 14.50 I 9,998 12,678 14.75 9,735 12,325 • 15.00 • 15.25 9 478 11,984 15.501 9 230 11 655 R_9R9 11 >11� ' . t LAUGHLIN and SPENCE PROJECT ' CIVIL ENGINEERS and SURVEYORS 1008 LIVE OAK BOULEVARD BY t , s YUBA CITY. CA 95991 (550) 671-1008 DATE fu (570) 671-0812 JOB NO. ...�.�..,.<.,..._:.,.. SHEET OF 6x8 post allowable axial dead + live load Cd=1.0 axial PROJECT LAUGHLIN and SPENCE CIVIL ENGINEERS.and SURVEYORS 1-9 LIVE OAK BOULEVARD (510) 671.1009 BY YUBA CITY. CA 95991 - ru (530) 671.0822 DATE JOB NO. _... _.:.::.:..:.:...:.:.... SHEET OF 6x10 post allowable axial dead +. live load Cd=1.0 axial stud length df/hf stud df standard df#2 df# 1 (ft) i (lbs.) (lbs.) (lbs.) j (lbs.) 7.00 32,671 45.553 7'25 32,321 44,943 7.50 31,951 44,299 7.75 31,559 43,620 8`00 31 j,146 42,908 8.25 30 71342162 8.50 30,758 41,387 8.75 29784 40,582 9.00 .29 91 39 753 9.25 28 780 38 901 9.50 28,2521 38 032 " 9.75 27 709 37 148 10.00 27,154 36,253 10.25 26,588 -35,353 10.50 26 013 10.75 34 451 25,432 33,551 11.00 24,848 32,656. 11.25 24,262 31,771 11.50 23,676 30,897 1.1.75 23,094 30,037 12.00 22,516 '29,194 12.25 21,944 28 369 12.50 21380 27;564 12.75 20 825 26,779 13.00 20,281 I 26,015 13.25 19 748 25 74 13.50 -19226 24,554 13.75 18,718 23,857 14.00 18,222 23 183 14.25 17 739 22,530 14.50 17,270 21,899 14.75 16,814 21,289 15.00 16,372 20,700 15.25 15,943 20 131 15.50 15,527 '19,582 15.75 15,1241 19,052 16.00 14 734 .18 541 16.25 14 356 18 047 16.50 13,990 17,571 16.75 13,636 17,112 17.00 i 13,294 16,669 r 17.25 12,963 16,241 17.50 12,642 15,828 17.75 I 12,332 15,429 18.00 12,032 15,044 18.25 11,742 14,673 18.5018-75 11,461 14 314 19.00 11,190 '13,967 _ 10,927 13 Fid �+ LAUGHLIN and SPENCE PROJECT a Y CIVIL ENGINEERS and SURVEYORS 1008 LIVE OAK BOULEVARD t t (53 671-1009 BY DATEvuewclrr,cAssssl fax (S)0) 671-0822 j JOB NO: 8X8 post allowable axial dead + live load Cd=1.0 axial stud length df7hf stud ' df standard df#2 U4 (R) (lbs.) (lbs.) (lbs.) (lbs.) 7.00 37 47 52,815 7.25 37,178 52,525 7.50 ' 37 001 5 19 7.75 36 814 51,896 8.00 36 618 51,556 8.25 36,412 , 51,198 8.50 I 36,196 8.75 ' --_50,.821 35,969 50 426 9.00 357.31 50 012 9.25 35,482 49;578 9.50 35221 49,125 9.75 34,949 48,651 10.00 34,665 48,157 10.25. i 3'4 69 47,643 10.50 34 061 47,109 10.75 33 741 46,555 11.00 33;408 45,982 11.25 33 064 '45,390 11.50 32,707 11.75 32,339 .44'781 44155 12.00 31,960 43,513 12.25 31,569 42,857 12.50 31168 42,188 12.75 30,758 41,507 13.00 30,338 40,817 13.25 29,909 40,119 13.50 29,473 39,415 13.75 29,031 38,706 14.00 28,582 -37995 14.25 28129 37;283 14.50 ' 27,672 -36-,-571 14.75 27,212 35,862 15.001 261750- 35 1.56 15.25 26,287 34,456 15:50 25,825 33,762 15.75 25,363 33 076 16.00 24,903 32,398 16.25 24,446 31,729 16.50 23,992 31,071 16.751 23,542 30,424 17.001 23,097 29,788 17.251 22,657 29,164 17.50 22,223 28,552 17.75 21,795 27,953 18.00 21,373 27,366 18.25 20,959 26,793 18.50 20,551 26,232 18-75 20,151 25 684 19.0019,758 ' 25,149 19.25 19,373 24,626 19.50 18,995 24,117 19.75 7n nn 18,625 23 620 18.263 t t t S ,r LAUGHLIN and SPENCE- PROJECT a` CIVIL ENGINEERS and SURVEYORS ' loos LVE 0AK B0ULEvviO BY DATE CIT YVBA Y, CA 91991 (5]0167 i-1008 fu (530) 671-0822 \J JOB NO. SHEE 8X 10 post allowable axial dead + live load Cd=1.0 axial i Stud length 1 dflhf stud df standard. df#2 df# 1 (ft') (lbs.) (lbs) (lbs.) (lbs.) 7.001 47 3061 66,899 7.25 47,093 66,532 7:50. 46,8681 66,144 7'75 I 46 6321 65 735 8.00 46,383 65 304 •8.25 46,122 64,850 8.50 45 848 64,374. , . 8.75 45 560 63,873 9.00 45 259 63 349 9.25 44,943 62,799 9.50 44614. 62,225 9.75 44.269 61,625 10.00 43 909 60,999 10.251 43,534 6034.8 10.50 43 14459 671 10.751 42 738 58,970 ` 11.00 42,317 58,244 11.25 41 881 57,494 11.50 41,429 56,722 11.75 40-963 55,929 12.00 40,482 55,116 12.25 I 39,988 54,285 12.50 39,480 53,438 12.75 38,960 52,576 . 13.00 38 428 51,702 13.25 37,885 50 817 13.50 37;333 49 925 13.75, 36,772 49,028 14.00 36 204 48,127 14.25 35,630 47;225 14.50 35,051 14.75 34 468 4466,3323 25 15.00 33 883 44,531 15.25 33,297. 43644 15.50132,711 42,765 15.75 32127 41,896 16.00 I 31544 41037 16.251 j 30,965 40.191 CIVIL.EGINEERS adzJZ !oosuvEovcaou[EvARD- USA CITY CA 9399t ,<;016:1-loo s BY DATE f- tax (53016:1_0x JOB NO. SHEET OF -The following table has been prepared per Section 8.2.3 of the 1991 National Design Specifications and is r designed for bolts embedded in concrete or masonry with a 2x Hem-Fir plate and the load applied parallel to ain p Mode Im Z=D an Fem ! 4 KQ Mode IIIc Z=k3 D is Fem / 3 Mode Is Z=D is Fes / 4 KQ Mode IUm _2(2+R Z=k2 D tm Fem / 32)(2+Re KQ -Mode u Z=k1 D is Fes / 3.6 KQ Mode N Z=(D^2 / 3.2 KQ) * ( ? Fem Fyb / 3 (l=Re))^.5 Rt Fvb Z mode Bolt Dia. an Fem KQ is Fes k1 k- k�Re • . Q Cd.' Z' ' ;Im 0.50 3.00 4,800 1.00 1.50 4,300 1.38 1.00 2 36,000 0.00 1,300 1.33 Is 0.50 3.00 4,300 1.00 1.50. 4,300 1.00 2 . 36,000 0.00 900 1.33 2,394 II 0.50 3.00 4,800 1.00 1.50 4,800 0.68 1.00 2. 36,000 0.00 679 1,197 ills 0.50 3.00 4,800 1.00 1.50 4,800 1.33 1.00 2 36,000 0.00 1.33 904 IIIm 0.50 3.00 4,800 1.00 1.50 4,800 1.10 1.00 2 36,000 518 1:33 689- 1V 0.50 3.00 4.800 1.00 1.50 4,800 1.00 0.00 826 1.33 1,099 - 2 36,000 0.00 593 1.33 .789 2x plate; 12" bolt Design Load = 689 mode Bolt Dia. - tm Fem KQ is Fes k1 k2 k3 Re Rt Fyb Y Q Z_. Cd Z' Im • 0.63 3.00 4,800 1.00 1.50 4,300 1.57 1.00 2 36,000 0.00 2,250. 1,33 2,993• Is li 0.63 0.63 3.00 3:00. 4,800 4,800 1.00 1.00 1.50 4,800 1.00' 2• 36,000 0.00 1,125 1%-3 1,496 IIIc 0.63 3.00. 4,300 1.00 1.50 1.50 4,800 0.68 4,800. 1.00 1.57 ^ 36,000 0.00 849 1.33 1,130 IIIm 0.63 3.00 4,800 1.00 1.50 4,800 1.16 1.00 1.00 2 36,000 0.00 736 1.33 '979 IV 0.63 3.00 4,800 1.00 1.50 4,300 1.00 2 36,000 0.00 1,084 133 1,442 2 36,000 0.00 926 1.33 1,232. 2x plate; 5/3" bolt Design Load = 979 The following, table has been prepared per Section 3.3.3 of the 1991 National Design Specifications desig,ned for bolts embedded in concrete or and is masonry with a 3x Hem-Fir plate and the load applied parallel to pain mode Bolt Dia. an Fem KQ is Fes kl k2 k3 'Re Rt Fyb Z Q Cd Z' ' Im Is 0.50 0.50 5.00 5.00 4,300. 4,800 1.00 1.00 2:50 4,300 1.14 1.00 2 36,060 0.00 3,000 1.33 3,990 11 0.50 5.00 4,800 1.00 2.50 2,50 4,800 4,800 0.68 1.00 2 36,000 0.00 1,500 1.33 11995 IIIs 0.50 5.00 4 300 > 1.00 2. ` >0 4,300 I.00 1.14 2 36,00 -,0 0.00 1,132 L33 11506 Ulm 0.50 5.00 4,800 1.00 2.50 4,300 1.04 .1.00 1.00 2 36,000 0.00 715 1.33' 952 IV 0..0 5.00 4.800 _ 1.00 2.50 .4.800 1.00 36,000 0.00 1,396 1.33 1,724 4 _ 36,000 0.00 593 1.33 789 3x plate; 12" bolt Design Load = 789 mode Bolt Dia_ tm Fem KQ is Fes kl k? k3 Re Rt Fvb Q Z - Cd Z' Im Is 0.63 0.63. 5.00 5.00 4,800 4;800 1.00 1.00 2.50 4,800 1.22 1.00 _ 36,000 0.00 3,750 13-3 4,983 II 0.63 5.00 4,300 1.00 2.50 2.50 4,800 4 300 0.68 1.00 -, 36;000 0.00 1,375 1.33 3.494 • IIIs 0.6. 5.00 4;300 1.00 2.50 4,300 1.00 1.22 1.00 _ 36,000 0.00. 1,416 1.33 1,883 aim 0.63 5.00 4,800 1.00 2.50 4,300 1.06 1.00 = 36,000 0.00 955 1.33 1,770 IV 0.63 5.00 4.300 1.00 2.50 4,300 2 .36,000 0.00 1,653 1.33 2,198 1.00 ' _ 36,000.0.00 926 1.33 1,232 3x plate; 5/8" bolt Design Load= 1,332 10/19/1999 cone wood_bolt • T:40 A11�1 C-Ald) LATIN 'DEAD LOAD'S - S`JN XLING SYSTEM . L.OA G' CODE Without ceiling wti v, 4 :lith ceiling (be sure to add weigh, of c-"I'Itig) 1.5psf C Omp 0-1 Pf CEILINGS 2=15 -lb z3'd'­jr9. 1.75psf ACOUSGC,11 fibe' V2 ill. gypsum board 1.Opsf '.-9d lb. nd f 2.2ps. gypsum' board 2.0ps 2.5psf ply.?f.10. 'd' -4.4 5. 6psf 6.Opsf 1 Plaster (1 in. th;.ck) metal 5u'spe6§i6h tystern 8.Opsf I" - Y -,-. n gf a. .,v C., N 'MAIQN2;opsf 6-.,5psi i wood:suso suspension systerij .5psf Tem'l.oc 0 inri1hick) i.2psf FLOO RS Hardwood (Nominal 1 in.) r Goid . Sond 0 thick) 0.7p'sf Concrete (1'/ ih. thick): 3.8psf Styrofoam.• ...in.. (1in.. tb,.i.Ck) 1.5psf (1 in -thick) 0. -2psf Regular - Llghtw 17.5 p sl F oarrig ascs ;d 'Rig. Vi ih.�th.ick) 0.8psf Linoleurri or 5cFft tile 12.5psf 1.5psf 0- ROLL _R TI (1 34 in...ceramicorqu.ajity tife 10.Opsf. r -k Wc�','f %. ..Ro c. 0 in.�thick) 0:2psf FRAA4j N.C. SiVABERS (,V Nomin t.. . . Glass Woof 0 in thick)'0.3psf al JoistS)6acin SIZE - --------------- ALPOL . 0Apsf 1.2 in. .16 in. ;Z7 24 in. ROOF SHEATHIN,,;- '/8 .2.x,4 1.4ps'1 I I P's, f z"', 0.7psf in. plywood. 1.1 psf 2.2p5f 2xz 1.7psf 2.9psf 1.1p.sf V2 it). plywood 5/8 in. plywodd.." 1.5psf 1.8p.sf 2.2psf 2V:1 0 3.7psf 2.8osf 1 f 1/4 in. od... .2.2psf 2x12 4.4psf ,,..,..2.2ps' 3 x 6 ..1.9ps; 1 Va. in. plywoo 1 in::5heathing (noininial) 3.3psf 2.1 2.4pff,.�Nl -4 b '5:(Yplf 2--'ri. deckin 9' psf 4.2psf 4 x 8 -.6:8 . . FF PY decking 3 in. deck 4 ;n. dg:cking. 6.8psf I 8.6plir' �fx 10.4p]f.-.;,. 1Y!1.'l ELLANEOUS DECKING MATERIALS 9.3psf,-; PICA . L L 1 -0 Ab �'ICA LCLJLAT16N T 'um ev, In.-Vlrock (1 in. thick) �.Opsf in. LlVe,lo'kd: Dea d.Nz.ao: finish #/S'q. ft;. odiedgy;Y'S.Um (1 thick) 2.70sf 0 in. thick) 6.5psf ..,decking # /sq. ft. '.1 ).iCU nc 'life co, retd' 0 in. thick) .2.6psf �_Jnsulation #/sq. ft..: Z IXATED• :GALVANIZED STEEL truss #/sq. ft. -_x. 2.9psf ceiling #/sq.jt. other *Typical. 1'�� psf 1.5psf *4q Fl:orTrus �.veigjlt Tot Load' #/sq..ft per foot 5.0 /ft. �x L F'A COVS i RUCTION 7 -T� v &WA A H E I M �.- D F 7R 0 1 T Boise Cascade Ehqiheered Wood Products Weights of Building Materials — Pounds Per Square Foot [PSFI CEILING Acoustical fiber board t') 1 Suspended steel channel system 2 Suspended wood channel system 2.5 2x8 ceiling joists @ 16" o.c., R-49 7 insulation, 1/2" gypsum board 12 1" Plaster 8 1/2" gypsum board 2.2 5/8" gypsum board 2.75 .o• Fiberglass shingles 3 Asphalt shingles t't 2 Wood shingles (') 3 Spanish clay tile t't 19 Concrete roof tile 12 Composition Roofing: 6.5 Three-ply ready roofing 1 Four -ply felt and gravel �'� 5.5 Five-ply felt and gravel 6 20 gage metal deck t't 2.5 18 gage metal deck t't 3 0.05" thick polyvinyl chloride polymer 0.35 membrane 4) 10 1" fiberglass batt insulation 0:04 1" loose fiberglass insulation 0.04 1" loose cellulose insulation 0.14 1" rigid insulation (') 1.5 Blowing wool insulation R-38 (16"deep) 0.62 3/16" slate 7 1/4" slate (') 10 Single -ply (no ballast) �'� 0.7 Single -.ply ballasted) 11 Dry gravel it 8,7 2x8 rafters @ 16" o.c.,.fiberglass 8 shingles, 15# felt, 3/8" sheathing Skylight: metal frame w/ 3/8" wire. glass "� 8 FLOOR 1" reinforced regular weight concrete 12.5 1" plain lightweight concrete (') 8 7/16" cementitious backerboard 3 Ceramic or uarry the (3/4") on 1/2" mortar bed �) 16 Ceramic or quarry tile (3/4") on 1" mortar 23 bed (') 6.5 1" mortar bed 12. 1" slate (') 15 3/8" marble tile 6 3/8" ceramic floor tile 4.7 Tech Note GE -1 FLOOR (cont 1.0--1.2 Hardwood flooring, 7/7 -in 4 1/4." linoleum or asphalt tile 1 BCI/AJSO joists @ 16" o.c., 3/4" 10 sheathing, 1/2",gypsum board 2.6-2.9 3/4" Gyp -Crete topping 6.5 Carpet & Pad 2,0 Waterproofing Membranes 4.6 Bituminous, smooth surface t't 1.5 Liquid applied (') 1 , SHEATHING 11/32" or 3/8" Plywood — OSB (3) 1.0--1.2 15%32" or 1/2" Plywood - OSB (31 1.4 - 1.7 19/32" or 5/8" Plywood - OSB 13) 1.8-2.1 23/32" or 3/4" Plywood - OSB (3) 2.2-2. . 5 7/8" Plywood - OSB (3) 2.6-2.9 1 1/8" Plywood - OSB(3) 3.3-3.6 1/2" cementitious backerboard 3 1-1/2" softwood T & G decking 4.6 FRAMING 2x4 @ 16" o.c. 1.1 2x6 @ 16" o.c. 1.7 2x8 @ 16" o.c. 2.2 2x10 @ 16" o.c. 2,9 2x12 @ 16" o.c. 3.5 1d/1� 5/16" x 7-1/2" fiber cement lap siding 3 4" clay brick t't 39 1/4" ceramic wall tile t't 3.1 1 3/a" Cultured Stone 12 • 2x4 studs @ 16" o.c., 5�8" gypsum, 11 insulation, 3/8" siding 2x6 studs @ 16" o.c., 5� 8" gypsum, 12 insulation, 3/8" siding Wood or steel studs, 1/2" gypsum board 8 each side (') Exterior stud walls w/ brick veneer t't 48 Windows: glass, frame and sash t't 8 Stucco 10 Log Wall: 10" diameter 26 Glass Block 4" thick - standard (hollow) 20 Y thick - standard (hollow) 16 4" thick - thick face 30 .3" thick - solid glass block 40 REPETITIVE MEMBER DESIGN Structural -wood products used• repetitively can be shown to share load's Products with greater consistency, such as Microllam© LVL, logically are between adjacent merfibers,,inciea'shng the total load carrying capacity given less credit for, repetitive. member increases; t!?Rrefore, it has been of the system. The criteria for increases in flexural stresses for repetitive determined that the increase in flexure shall be 7%_ products utilizing go I . TR member usage are as follows: machine stress rated grades of solid -sawn lumber and 4% for products1. Three or more members are adjacent. utilizing Microllam6 LVL. - 2. Member spacing is 24" on -center or less. j Increases, where appropriate, are so indicated in the load tables. The members are joined by transverse load-distributind elements (decking) adequate to support the design load. MATERIAL WEIGHTS Refer to local building code for live load design requirements. APPROXIMATE WEIGHTS OF A' I TRUS JOIST MAcMILLAN PRODUCTS Compos 1. on Roo Ing „- NEQq-REI�WtM Rlgl Insu at on 3.4 to 5.8 .. 2-15 and 1-90 lb .................... 1.7 psf Teml6ck I ............................... ............ J.2 psf 3-15 and 1-90'lb .......... ................... 2.2 psf ........... Cork ...............'...0.7 psf 3 -ply and gravel .....:......................:..5.6 ps'f Gold bond ............................ ...-.1.5 psf 4-pl;and gravel..., ............................ 6.0 psf Polystyrene foam..:... -.....'..........::....0.2 psf 5-plyand gravel..::....:.......".....,:.....6.5 psf' Foamglass..-.................................. :...0.8 psf 4RMA. (insulated Roof Membrane Assembly) Clay tile...:...... Rigid f&rglass ..........................'..::.1.5 psf Slate (38thick) ............. ...... 15.0 psf 8.6 pif, J I US- R NEQq-REI�WtM (Based on 36 pcf for plywood, 40 3.4 to 5.8 1/2", plywood ... ...................................... 4.7 to 6.6 :-5/8" plywood .............. : ............. : ............ 4.6 to 7.1 re 3.75 to 4.25 0- 4.50 to 5.25 OT le 4.75 to S.75 OSB..: ............................ ............... .00 to 9.00 .,&A Zetre J4� �� 10.00 to 12.00 C....................................... 5.0 ps 5i6gle-ply roofs (fnsulation'not included) Roll or Batt Insulation (I" thick) Ballasted "system ....13.0 psf Rock wool ............. ............................. 0.2 psf WEIGHTS OF Mechanically fastened •.....`..........2.0 psf Glass wool ...............:......:...............:.0.1 psf DOUGLAS FIR FRAMING MEMBERS* Fully adhered ......... ..... 2.0 psf ; . 1, 1. L - "(fix WWMJY)i� I UNIXFl Douglas Fir Sheathing*, psf (Based on 36 pcf for plywood, 40 pcf for OSB) 1/2", plywood ... ...................................... 1.5 psf :-5/8" plywood .............. : ............. : ............ 1.8 psf 3/4" plywood ........................... 06d ..... L ...... 2.3 psf 1'/8" plywood ...................:':.'.......'x...3.4 3.4 psf 1/z'; OSB ......................................... 1.7 psf OSB..: ............................ ............... 2.0 psf 3/4" OSB':-..'.. . ......... 2.5 psf 78" OSB .................. / � .... I.., ............. 2.9 psf I OSB ............... ................ .3.7 psf Hardwood (nominalI").......:......:...4.0 psf Cohcrete O" Ahick) Miscellaneous Roofing Materials Regular ............. ;....7 ..................... 12.0 psf. Lightweight .................. *.....8.0 to 10.0 psf Gypsum concrete (3/4" ihick),..: ....... 6.*5 psf Sheet Vinyl ......................:'..............0.5 . psf' Carpet and,pad .......... ...... ......... :. 1.0 psf 3/4"'ceramic or quarry.tile................ 10,0 psf Ceilings, 24 ga . ........ ; ................................... Acoustical fiber the ............. . .......... 1.0 psf U1. k 14 .............. 2.5 psf WEIGHTS OF SPRINKLER LINES NNE01113 ON ME-)!" gypsum oar ..................... ..... Miscellaneous Roofing Materials . %",gypsum' board ...... ......... 2 8 psf 'Corrugated galvanized "steel Plaster (1': thick) .......... ................................ 8.0 psf 16 ga . ......... ........,,........-..........'...2.9 psf Metal suspension system 20ga... ................... ....................... 1.8 psf (includin4 tile): ................................. 1.8 psf 2 2 .... .......... . . ...... 1.5 psf 3.7 PSI` 24 ga . ........ ; ................................... 1.3 psf 4.4 psf. Asphalt shingl s ................ .............. 2.5 psf For southein pine weights, increase Wood shingles .................. ................ 2.0 psf .,Douglas fir weights by 10%. Clay tile...:...... 9.0 to 14.0 psf 4. 6.8 plf Slate (38thick) ............. ...... 15.0 psf 8.6 pif, J 10.4 plf 13.5 5.0 9.8 WEIGHTS OF SPRINKLER LINES NNE01113 ON ME-)!" WOO 2.1 1.4 1.4 psf 1.1 psf A0.7 psf 2.3 2.2 psf 1.7 psf 1.1 psf.. 2.5 2.9 psf 2.2 psf 1.5 psf 3.6 3.7 PSI` 2.8 psf 1.9 psf. ........... 4.4 psf. 3.3 psf 2.2 psf; 2.7, 3.6 plf 5.8 5.0 plf 3.6 ss 4 6.8 plf 7.6 10.8 8.6 pif, J 10.4 plf 13.5 WEIGHTS OF SPRINKLER LINES NNE01113 ON ME-)!" 1.7 2.1 1.4 2.3 3.0 -1.8 2.5 2.7 3.6 2.1 3.1 LO2 3.7 5.2t 2.7, 4.2 5.8 7.9 3.6 -5.9 3 7.6 10.8 4.3, �8.0 9.2 13.5 5.0 9.8 fi-, 10.9 16.4 5.6 11.8 14.8 23.5 7.8 17.3 '`- , 19.2 31.7 9.3 23.1 28:6 50.8 16.9 40.1 -40.5 74.6 RF Cafe-- Density of Common Buildirig Materials per Cubic Foot ' Material Aluminum 171 Ib/ft3 2,739 k/m3 .Asphalt, crushed- 45 Ib/ft3 721 kg/m3 Brick, common red 120 Ib ft3 1,920 kg/m3 Cast Iron 450 Ib/ft3 7,208 kg/M3 Cement, Portland 94 Ib/ft3 1,506 k/m3 Concrete, Limestone w/Portland 148 Ib/ft3 2,370 k/m3 Concrete, Gravel 150 Ib ft3 2,400 k/m3 Crushed Stone 100 Ib/ft3 1,600 k/m3 Earth, loam dry excavated - 90 Ib/ft3 1,440 kg/m3 Earth, -packed____ -9-5-ib/- Lt2z1,520 k/m3 �;sg . �xmr ems•;:, -e rr .- s a�u�,«y .*+s�,r, g _.�a*c„ F,�Glasswipdow'{ 61bkfLz ` ,`258OektrS�p" 1,520 kg/m3 Gravel, with sand 120 Ib ft3 1,920 kglm3 3/8 inch Gypsum or Plaster Board 1.56 Ib ft2 7.62 k/m2 1/2 inch Gypsum or Plaster Board 2.08 Ib ft2 10.2 k m2 5/8 inch Gypsum or Plaster Board 2.60 Ib ft2 12.7 k m2 ' Ice; crushed ` 37.6Ibgt3' 593 k %m3' Ice, solid 57.4 Ib ft3 919 kg/m3 Limestone 171 Ib ft3 2,739 k m3 Marble, solid 160 Ib/ft3 2,560 k/m3 Mineral Fiber fiberglass Insulation 2.0 Ib ft3. 32 k m3 Mud, packed 119 Ib ft3 1,906 k m3 Oyster Shells, ground 53 Ib ft3 849 k/m3 Extruded Polystyrene Insulation 1.8 Ib ft3 29 kqlm3 Expanded Polystyrene Insulation 1.5 Ib ft3 24 k m3 Polyurethane Insulation 1.5 Ib/ft3 24 k/m3 Porcelain 150 Ib/ft3.. 2 400 k /m3 Sand, dry 100 Ib/ft3 1,600 kg/m3 Snow, compacted 30 Ib/ft3 480 k /m3 Snow, freshly fallen 10 Ib/ft3. 160 k /m3 Tar 72 Ib/ft3 1,150 k/m3 Vermiculite 40 Ib/ft3 641 k/m3 Water 62.4 Ib/ft3 1,000 k/m3 Wool 82 Ib/ft3 1,310 k/m3 Framing Lumber Douglas Fir. 2X4'= 1.28 Ib/linear ft 2X6 = 2.00 Ib/linear ft 2X8 = 2.64 Ib/linear ft 2X10 = 3.37 Ib/linear ft 2X12 = 4.10 Ib/linear ft 4X4 = 2.98 Ib/linear ft 6X6 = 7.35 Ib/linear ft , 6X8 = 10.0 Ib linear ft 35 Ib/ft3 561 kg/m3 4 inch Brick w/'/z" mortar 42 Ib ft3 673 kg/m3 8 inch Concrete Block w/1/2" mortar, 55 Ib ft3 881 kg/m3 12 inch Concrete Block w/1/2" mortar 80 Ib R3 1,281 kg/m3 1/4 inch Plywood 0.710 Ib ft2 3.47 k m2 3/8 inch Plywood 1.06 Ib ft2 = 5.18 k m2 1/2 inch Plywood 1.42 Ib/ft2 6.93 k m2 5/8 inch Plywood 1.77 Ib ft2 8.64 kg/m2 3/4 inch Plywood 2.13 Ib/ft2 10.4 kg/m2 Asphalt Roofing Shingles 3.0 Ib/ft2. 15 kg/m2 1/4 in. Slate Shingles 10 Ib/f:2 49 kg/m2 Aluminum Roofing 26 gauge 0.3 Ib/ft2 1.5 kg/m2 Steel Roofing 29 gauge5 0.8 Ib/ft2 3.9 k/m2 Built-Up3 Ply & Gravel Roofing 5.5 Ib/ft2 27 kg/m2 Bank Sand 2,500 lb/d3 1,483 kg/m3 Torpedo Sand 2,700 lb/d3 1,602 kg/m3 Framing Steel , 490 Ib/ft3 7,849 Page 1 of 1 r • Y t e y ..mow. �..l. r..n i. .... /.....«......i l.�... ... 4�. Lam... i.�.«.._ -..,. .. 4...-. ..�.. L. 4..... 17 /1'.'1/11A1A 4011 Sierra College Blvd., Loomis, CA 95650 Phone (916) 652-4655 Fax (916) 652-3860 5033 Feather River Blvd., OWehurst, CA 95961 Phone (530) 743-8855 Fax (530) 743-8856 -, OHQ "Serving The Best Builders C MFwonp-com WWW russ Calc u mittal Client OMC Pro*ect: 32' x 48' 12236 Robertson Truss Desianer-,.7-.---."--. Bryan Wagner . bQyanw(cDhomewoodtrussmm Phone: (530) 743-8855 Trackina Work ,Order -'#,--I'-' 0070816 4 ti I —il PUl- created with pdtF-actory trial version www.pdttactory.com 32-0 t 32-0 =I LR1 :�vrrtiv�.�;wti• Engineering eJob 8/3/2016 This eJob is prepared exclusively for: Homewood Truss (5824) PO Box 5010 Marysville, CA 95901-8501 Work Order: 0070816 Job Customer: OMC Job Name: Garage 32 x 48 Job Address: 12236 Robertson Gridley Ca. Alpine ID: T538642.J567232 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 ALPINE' Engineering eJob .8/3/2016 . • Table of Contents Page No. Truss Label Page No. Truss Label Page No. Truss Label 1 G1 2 GG Page 1 Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 i Y, 1 , r ALPINE' w. Engineering eJob `. 8/3/2016 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 , .t • r4 c yell, „I A Lrt I IN E, " ivifLY.4Yii' Engineering eJob 8/3/2016 Required Details* i Other Available Details* http://www.itwbcg.com/trussconnections.php *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 75'050 800-521-9790 0 J e ' 1 0 Job Name: Garage 32 x 48 Truss ID: G1 Qty: 23 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : 1 0- 1-12 1769 3SE 1.89" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 31-10- 4 1769 ESO 1.89" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the 1 -80 lb MAX DEFLECTION (span) : Kcr (creep factor) - 2.00 lesser of the truss chord lumber value or 2 -80 lb L/999 MEM 8-9 (LIVE) LC 40 Refer to Joint QC Detail Sheets for 625 for all bearings. This truss is designedusing the L- -0.37" D= -0.49" T=--0.86" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on ASCE7-10 Wind Specification 3oint Locations ® Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 Bldg Enclosed =.Yes, 1 0- 0- 0 7 8- o- 0 PLATING BASED ON GREEN LUMBER VALUES. and ANSI/TPI and are reported in ESR -1118. Truss Location = Not End Zone 2 8- o- o B 12- 0- 0 20 psf Live Load applied to bottom chord in Exp Category C 3 16- 0- 0 9 20- 0- o 4 24- 0- 0 10 24- o- 0 - accordance with IBC/IRC code provisions. P Bldg len th = 48.00 ft, Bldg Width = 32.00 ft 9 9 9 S 32- 0- 0 11 32- 0- 0 Mean roof height - 12.83 ft, mph = 110 6 0- o- 0 Occupancy Category II, Dead Load = 13.2 psf CRITICAL MEMBER FORCES: Designed as Maln Wind Force Resisting System _ Tc COMP. DUR. / TENS. WR. CSI 1-2 -4132 1.253/ 94 1.603 0.90 - Low-rise and Components and Cladding 2-3 -3360 1.25)/ 1u 1.60} 0.57 Tributary Area = 64 sqft - 3-4 -3353 1.253/ Ill 1.60 0.57 4-5 -4132 1.25 / 94 1.60 0.90 - BC COMP.(WR.)/ TENS.(OUR. CSI 6-7 -38(1.603/ 3858(1.253 0.75 7-8 -39(1.60 / 3851((((1.253)) 0.70 8-9 / 2494 1.23 0.58 9-10 39 1.60)/ 3851 1.25 0.70 10 -ll -38 1.60)/ 3858 1.25 0.7S W8 COMP.(DUR.)/ TENS. DUR. CSI _ 2-7 / 204 1.25 0.08 2-8 -915(1.25)/ 72 1.60 0.38 3-8 / 988 1.25 0.40 3-9 / 983 1.25 0.40 4-9 -920(1.25)/ 72 1.60 0.38 ' 4-10 / 205 1.25 0.08 t 5-7-13 1= 0-3-13 3X1 16-0-0 1_6-0-0 /i 1 2 3 4 5 4.00 4X10 4.0 1.b A3 4x4 DAA 1.0AJ B1 B2 W:308 W:308 769 R:1769 R: U:-80 U:-8800 32-0-0 6 7 8 9 10 11 S_ All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 gga., '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. Shill gable stud plates to avoid overlap with structural plates. Z68 Homewood Truss "WA_ RN/NG!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! _ _**IMP. OR:TANT'"° `FURNISH THIS DRAWING.TO ALL CONTRACTORS INCLUDING THE INSTALLERS. .._ _. - Tnrsesrbei6ire.eatreme:wre-inYabriwthV, handling, shipping, invaDiig and braaig. Refer to and fellow IM latest edition of BCSI (Building Component �-- -- - _ - Satety.Information:,D TP_rand:W.TCA) for safety practices prior W PeAonning.these.functions. Installers shall provide temporary, bracing par BCSL Unless _. .noted otherwise_" top,cnwd shalt'havepropedy attached strict ural sheathing and bottom thea shag have a'propefN aeacifetl rigid ce8mg'-Cdatbris'shown--"- for pe manent.lateratrestraird of.webs shelf have bracing installed per SCSI sections 83. B7 or B10, as applicable APP plates to eacnface of truss and II�I\\V I.II positron as shown above and on the Joint Details report unless noted otherwise.. -... _ ��oiU-!�: AlpIne. a Eivlsion of.11"W Buddiog Components Group Inc., shalf rwm tliamng tbe responsible for any deviation frothis , any failure to build the triss in ^_-'A'NJLW CO MPAtvy_, conformance with ANSI/TPI 1, w fm handling, shipping, instalfaEon 8 bracing,ot busses. -" .c-�.-�..,�.---_. �A.seahon,this:drawingnr_coverpagelisting this drawing; indicates acceptance.ofprotessional engineering responsibility t820 N. Great SwPkwy. Gmnd pX;Irie,`TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/7P11 Sec.2 TRUSPLUS 6.0 VER: T6.5.20 for more information see this job's general rotes page and Nese web sites: ALPINE' www aloineitw com- TPI: www tofrst ora' WTCA www sbcindustry.ora: ICC: www_teesafe ono t 5-11-11 t SHIP 0-3-13 �T. pfT. 5�>a, t1 7 No. C 72.160 + i Gull. �P OF GALiF�ta 8/3/2016 Cust: OMC DIR: Drive M 0070816_L00007_)00001 W0: Drive_M_0070816_L000 Dsgnr: BW #LC = 42. W1 -/PLY: I TC Live 20:00 psfLiveDur L=1.25 'P=1.25 TC Snow(Pf)- 0:00 psf SnowDur L=1.15 P=1.15 TC Dead -14;OO;psf "' Rep "Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: Job Name: Garage 32 x 48 Truss ID: GG Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : 1 0- 1-12 290 3.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 4- 0- 0 375 3.50" 1.50" WEB 2 x 4 DFL STANDARD Bearingsdesigned for an Fc Perp value of the 1 -24 lb 3 5- 4- 0 53 3.50" 1.50 Kcr (creep factor) - 2.00 lesser of the truss chord lumber value or 2 -10 lb 4 6- 8- 0 160 3.50" 1.50" Refer to Joint QC Detail Sheets for 625 for all bearings. 3 -1 lb 5 8- 0- 0 158 3.50" 1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 4 -4 lb 6 9- 4- 0 0 164 3.50" 3.50" 1.50" 1.50 Loaded for 10 PSF non -concurrent BCLL. testingy and approval as required by IBC 1703 5 -4 lb lb 7 8 10- 8- 12- 0- 0 170 177 3.50" 1.50 Mark all interior bearing locations. Permanent bracing is reywired to and ANSI/TPI and are reported in ESR -1118. Install interior suPport(s) before erection. 6 7 -4 -4 lb 9 13- 4- 0 186 3.50" 1.50" prevent rotation/toppling. See Building designer shall verify gable loads 8 -5 lb 10 14- 8- 0 121 3.50" 1.50 SCSI and ANSI/TPI 1. and eave loads, if applicable. 9 -5 lb 11 1S- 3- 0 127 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. [+] gable bracing required @ 42" intervals, 10 -3 lb 12 16- 0 121 3.50" 1.50" HORIZONTAL REACTIONCS) if exposed to wind load applied to face. se 11 -3 lb 13 4- 17- 4- 0 121 3.50" 1.50" support 1 280 ib See Cable Bracing Details. 12 -3 lb 14 15 18- 8- 0 20- 0- 0 186 177 3.50" 3.50" 1.50 1.50" support 2 -191 lb This truss is designed using the 13 -3 16 16 21- 4- 0 170 3.50" 1.50" support 21 191 lb ASCE7-10 Wind Specification 14 -S lb 17 22- 8- 0 164 3.50" 1.50" support 22 280 lb Bldg Enclosed = Yes, 15 -5 16 lb 18 24- 0- 0 158 3.50" 1.50 Not desi ned for attic storage unless 9 Truss Location Not End Zone 16 17 -4 -4 16 19 25- 4- 0 160 3.50" 1.50" noted of erwise. Exp Category = C Bldg Length = 48.00 ft, Bldg Width = 32.00 ft 18 -4 lb 20 21 26- 8- 0 28- 0- 0 53 375 3.50" 3.S0" 1.50" 1.50" Mean roof height - 12.83 ft, mph - 110 19 -4 lb 22 31-10- 4 290 3.50" 1.50" Occupancy Category II, Dead Load = 13.2 psf 20 -1 lb MAX DEFLECTION (span) : Designed as Main Wind Force Resisting System 21 -10 lb L/999 MEM 1-2 (LIVE) LC 1 - Low-rise and Components and Cladding 22 -24 lb L= -0.01" D= -0.02" T= -0.02" Tributary Area 90 sqft CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUR. CSI 1-2 -128 1.25 / 5 1.60 0.11 2-3 -130 1.25 / 0.1 1 3-4 1 -112 .25 / 0.02 4-5 -ll5 1.25 / 0.02 5-6 6-7 -ll6 1.25 / u7 l.zs / 4 17 1.60 0.02 1.60 o.oz Truss designed to support 1-0-0 top chord outlookers 7-a 117 l.zs / z9 1.60 o.oz 0.02 and claddin load 9 not to exceed 10 PSF one face, 8-9 9-l0 -ll9 1.25 / -u1 l.zs / 42 Ss 1.60 1.60 o.oz and 24" span opposite face. Top chord may be notched Q 10 -ll -103 1.25 / 62 1.60 0.02 16-0-0 16-0-D 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT 11-12 12-13 -us l.zs / -US 1.25 / ss sa 1.60 0.02 1.60 o.oz 1 2 3 4 5 6 7 8 9 101 121314 15 16 17 18 19 20 21 22 23 OVER CUT. No knots or other lumber defects allowed 13-14 -103 1.25 / 62 I.6o 0.02 within 12" of notches. Do not notch in overhang or 14-15 15-16 -121 1.25 / -119 1.25 / 55 42 1.60 0.02 1.60 0.02 4.00 -40 heel panel. 16-17 -117 1.25 / 29 1.60 0.02 17-18 -117 1.25 / 17 1.60 0.02 18-19 -ll6 1.25 / 4 1.60 0.02 4X4 19-20 20-21 -115 1.25 / -132 1.25 / 0.02 0.02 T 21-22 -130 1.25 / O.11 22-23 -128 1.25 / 5(1.60) 0.11 BC COMP.(DUR.)/ TENS. DUR. CSI 24-25 25-26 -191(1.25)/ / 33 1.60 0.07 0.06 , 5-7-13 5-11-11 26-43 / 0.01 I SHIP 44-45 -191(1.25)% 33(1.60) 0:07 I 3X6 3X6 ' WB COMP. DUR. / TENS.(DUR.) CSI 1 = 2-25 -279 1.25 / 41(1.60) 0.03 0.01 0-3-13 0-3-13 Q1~E$Sr 3-26 4-27 -65 1.25 / 1(1.60) 0.02 T. TqM s-28 :1133,1(11:2251,/ 5 / 0.02 5X6 (� _✓C 6-29 -142 1.25 / 0.03 0.03 J�S�i.a• 7-30 148 1.25 / 8-31 9-32 10-33 -155 1.25 -164 1.25 107 1.25 / / / 4(1.60) 9(1.60) 0.04 0.06 0.05 tp� 0 11-34 13-35 -55 1.25 -55 1:25 / / 0.03 0.03 1- 1 32-0-0 No. C 72"160 30 31 32 3334 3536 37 38 39 40 41 42 43 44 45 14-35 -107 1.25 / 9 1.60) 0.05 24 25 26 27 28 29 15-31 -164 1.25 / 4(1.60) 0.06 16-38 -155 1.25 / 0.04 + } 17-39 -148 1.25 / 0.03 18-40 19-41 -142 1. zs -137 l.zs / / 1(1.60) 0.03 0.02 0.02 TYPICAL PLATE: 1.5X3 OVER CONTINUOUS SUPPORT CIVIL �P 20-42 21-43 -135 1.25 -65 1.25 / / 0.01 ^A ����[-l�V, 22-44 -219 1.25 / 41(1.60) 0.03 11-34 -55 1.25 13-35 -55 1.25 / 0.03 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 are positioned as shown above. Shit, gable stud plates to avoid overlap with structural plates. '_268 Homewood TraSs - -� **W.ARN/NGP"'` READ AND FOLLOW ALL N_OTES .ON THIS DRAWING! **IMPORlAa -T--* F_URNISHTHIS DRAWING'TO ALL_C-ONTRACTORS INCLUDING THE INSTALLERS. _-Tnrsses:regnire ndreme,care M fabricating, handling, shippug. Installing and bracing. Refer t5 it fonwv the latest edition of SCSI (Building Component _ -- - .,.M , • . -T.SateN-Infonmatan;.by=7R1:aMWTCA) for eatery practices prior to performing these:Nnrtidrs.• InsiaOem shelf provide temporary bracing per BCSI-Unless rnoted otherwise:-top"chord.shall havcpruperly attached structural sheathing and,000m'thord-srtalrhave a propeny'attacheYrtgd "eling. L-ot-atbns shown" --- -�; - .far pennanem Wterstrestraint.ofwets shall have bracing installed per BCSI sedbns B3 B7 -or 870, as apgicade Apply plates to,each face of Inas antl - - -��_ Q �y-J f - .position as shown above and on the Joint Details report, unless.ncted otherwise. I�� _ • .Alpine; a division:el_rfN=Bwidirg.Camponerrts Group Inc., snarl not beresponside (of_anY tleviation,trom the thawing a0Y la8ure to, D}nld ills tnrssn-. -_ COMPANY conformance with ANSIRPI L or fcr handling, snipping, instaoa6on 8 bracing or tnrses:- - "- - A-seahonlhirdrawingorconer.Page.listing this.drawing, indicates acceptance of professional engineering responsibility 282",.creat SWPAwY gond M/,i., Tx:7soso_..,-- :solely-,for,.theslesigii:shown=The suitability and use of this.drawing for any structure:rs. thiapnponsibility of the Building Designer perANSVTPI1 Sec.2 'JRU$PLUS _6 V R.. T6.S.20, _ __ Fwmoreintomatonseetnis(ob'sgeneralnotespagea�mesewICshes �-.:_.- - _ - ALPINE: www aloineitwcom: TPl:www.idrM.ore: VJfCA:-wwwsbcindustrvora�ICC: wwwicrsate.om 8/3/2016 Cust OMC _ DIRT Drive L0070816 L00007_]00001 W0: Dri ve� 0070816_1_000 - ' Dsgnr BW .. #LC = 40. AIT/PLY: 2' TC Live '20.00 psf Live Dur L='1' 25 `P=1.25 TC -Snow(Pf) 0.00. psf _ .SnowDur .:L 1 15:-- P=1.15 TC Dead 14.Oa'_ s -f " Rep-Mbr Bnd /: Comp / Tens BC Live 0.00-psf1.00./ 1:00=% 1:00 BC Deid 8:00 -p -Cf. 0'. C.Spaci'ng: "2 Bldg Code:_ CRC -2013 ]DEFL RATIO -ti-- L- AUGHLIN anal SPENCE /jam\ CIVIL ENGINEERS and SURVEYORS 1008 LIVE OAK BOULEVARD1530) 671-1008 °t r vs YUBA CrrY, CA 95991 1" (530) 671-0822 OJECT FESS/p t L F `''��� ��-� DATE 3 JOB NO. SHEET 59Cr F CALIF ,a 'Project Owner:0 Address: CP 1,GO I "C7 a� Building Gode Building Occupancy Building Type Roof LL - ?���• Roof ,DL Floor LL - " Floor. DL - - F Wind - 1kb e�,to earthquake - /�l� ©� d�© F (70UN r Y SJOA BUTTE COUNTY -^ AUG 2 3 2016 DEVELOPMENT SERVICES F Ply Documertts / Projecr Information d LAUGHUN and SPENCE C CIVIL ENGINEERS and SURVEYORS 1011-1 1-1\ I OAK 1:01.:�.IWARD ill\ C I' A, :V 67 82 2 c 18003 JOB NO. A, Lt � - —DATEE — 13 35 (o SHEET I OF M, s�Q LAUGHLIN and SPENCE PROJECT© CIVIL ENGINEERS and SURVEYORS u1OSf.t\IOAK 1u/IlL1as�Rn (S30)01.lulls BY ` �� /�f.(iDATE 1'UBA('f"I'1'. CA '1;991 III\(5311) 671-0822 _ JOB NO. V45 gHFFT 'L. nt= )/ t66'� I � � I � t• i i .t. t 1... E i ; - >, , rn%- ��� ((] :.-�•� 1 I- _ ! 1. 1,-- .3_.. � I 1 f -I I ; ) � • I t ;. ! LAUGHLIN and SPENCE CIVIL ENGINEERSand SURVEYORS 1008 L I\ k 0A K 11011+V;\IU) 0311) 671 - I wX 1, HA Cl I Y. CA 4";91 tS.\ - (530) 67 1 -0X'-' PROJECT BYG' DATE JOB NO. ' (C> — S 't�G SHEET I—) OF 41 t T --T J1. -j- --L. o Ak A L L-j— t j 1. ° LAUGHLIN and SPENCE ♦,i� CIVIL ENGINEERS and SURVEYORS 1111)rl.(I ()�\I: 959 l.l.l'.\Itll 1511111.71.11111\ 1'l'If.\ (i'I'1'. (-r1')�'141 67111`22 PROJECT() BY �� tk'j-cu _DATE aKtlfc�l JOB NO. I b — SHEET OF Ar 34>c +94.yls a.ca gelezi 4. 1 • j 34( I ;I , r i S i ; ► � ; t s � , j � � � I 1 i 1 � j ' I LAUGHLIN and SPENCE CIVIL ENGINEERS and SURVEYORS 100S I 1\ 1: OAK 110t U'VAR 1, (53111"? 1-100IN YU I d;% OTY. CA 95991 ::,, i ko, hil-0 12 PROJECT A"« BY DATES ((0 JOB NO. SHEET ',:> OF ----------------------- 4- 101 77 r fb 4 Y -72 - If .4 1..._...,.. S �1� r_. , �.--..�.••--tom 1 ;))) C— �-.�. WA- -TT 1 ---- - T • . .... .... . L 0 1^---t-- 41 ... ....... t L! TI -- LAUGHLIN and SPENCE PROJECT CIVILENGINEE;m RSd SURVEYORS BY �. G (A U-h,� DATEW. IUOF LIF I, OAK BOUL1A(\10) 03010 1-10'W - pf 11.8\I:I'I 1'.l Avj991 Iax(itp(671-(IX?_' �29 ;� JOB NO. ' SHEET OF L;X ,AS w 017 , { I I 1 -i A, _ �i n ' Dvq L sign Maps Summary Report • ' Page 1 of 2 USGS Design Maps Summary Report 4 User -Specified Input f Report Title 12236 ROBINSON RD, GRIDLEY Thu August 4, 2016 22:12:38 UTC r Building Code Reference Document ,ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates .39.30760N, 121.6678OW - Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.586 g SMS = 0.780 g SDS = 0.520 g S,, = 0.271 g S,i = 0.503 g SDi = 0.335 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. I , MCEA Response Spectrum Design Response Spectrum �o.se 0.40 0.54-- 0.72-- .540.z2 0.48-- 0.64-- 0.42-- 0.5G 0.36 0.48 0% W 0.40 M0.30 0.24 0.22- F 0.24 0.18 0.16 0.12-- 0.08*1 0.06 0.00 i 0.00 0.00 0.20 0.40 0.60 0.40 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.40 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) For PGAM, TL, CRs, and Ca, values, please view the detailed report. http;//ehp l -earthquake.cr.usgs.gov/designniaps/us/summary.php?template=minimal&Iatitud... 8/4/2016 Y "lip d, - TABLE 2.17 X SECTION PROPERTIES FOR SAWN LUMBER AND TIMB b Y. ER2 Standard X -X Axis Y -Y Axis om�n_ Dressed Area Moment Tlt Weight s Board 0 Weight in pound ilinear foot of piece when N min:af Size of of Section of Section Measuqre f � en s per Size (S4S) Section Inertia weight of o per cubic foot equals: Modulus Inertia Modulus per .b.x.d. b x d S S. Lineal 25 30 35 40 45 50 in. in. in. 4 3 in in in.' in.3 Foot pcf Pc:f Pcf per pcfP cr 1X3 ix2i 1:875 0.977 0.781 0;088 0.234 0.326 0.391 0.456 0.521 0.586 0.651 I k 4 ix3i 2.625 2.680 1.531 0.123 0.328 # 0.456 0.547 0.638 0.729 0.820 0 I x 6 I X 51 4.125 10398 3.781 0.193 0.516 # 0.716 0.859 1.003 1.146 1.289 1 IX8 IX7 23.817 c . i - 5.438 6.570 0.255 .0.680. 0.944 1.133 1.322 1-510 1.699 1.888 1 X 10 IX91' 6.938 49.466 10.695 0.325 0.867.* 1 1.204 1.445 1.686 1.927 2.168 2.409 1 x 12 Ix lit 9.438 88.989 15-820 0.396 1.055 . . I 1.465 1.758 2.051 2.344 2.637 2.930 - 2x3a 1fX2j 3.750 1.953. 1.563 0.7031- 0:939- 0.651 0.781 0.911 1.042 1.172 1.302 2x4i- 1iX*:' ;5.250. 5.359 0.984 1 0.911 (C094 !1.270 1276 1.458 1.641 1.823'' 2XV 8.250 0.797. 1 432 1. 2x8a 1 X 7j".'. .875 V3 if 2.292 2.578 2.865 2_V;, 1.888 i.i66 2.643 3.021 3.398. 3.776 2X 10- 11*91 781 _0,34 ig_. 6 r 2.602 3.469 If 2.409 2.691 3.372 3.854 4336 4.818 X 12a ___I7M'977,."97§930. 3.516 4402 4.688 5.273 5.859 9 .2 2. 2.X 4, X -i `290-.775 3.727 4.90 21 3.451 4.141 4.83-1- 5.521 6.211 6.901 77- - ----- - 3X4 1, 0. 8.932 5.104 .<-4.557 3.646 1 1.519 1.823 2.127 2.431 1.734 3.038 3XX 6 3.750'.w. 34.661 12.604 IM 5.729 It", 2.387 2.865 3.342 3.819 4.297. 4.774 R .3 8 18,125 7,9.39-i 21.901 9.440 7.552 2 3.147 3.776 4.405 5.035 3x 10... 2 k.9j .23425 5.664 6.293 64. 35.651 V�.044 !.'635 21 4.015 4.818 5.621 6.424 7.227 8.030 3 X 12 �%-21x-111-f 28.125 �296.868361 52-734 14-648 11.719. 3 4.883 5.859 6.836 *7.813 8.789 9.766 X . 2 3 14 : !1 131. 3im�, 4 .625 73.1 1 17.253 13.802 31 5.751 y_ 4 �5 6.901 8.051 9.201 10.352 11.502 .16 .2JX.15i 38.125/ 738.8,70 96.901 19.857 15.885 4 6.619 1 7.943 9.266 10.590 11.914 13.238 4 x 4 3} x-31 - 12.250.. 12.505 7.146: 12.�05 7.146 It 2.127 2.552 2.977 3.403 3.828 4.253 4 x 6 31 X 51 19.25Q_ 48.526 19:65 -_51_2 Yi 2. 3.342 4.010 - 4.679 5,347 6.016 6.684 4X8 31 x 71 '-Ir , 4797 14.802 21 4.405 5.286 6.1 7.049 7.049 7.930 8.811 4x10 3#x9} P2111:..1. 17 30 .840.1 4' 33.049 18.885 31 5.621 '6.745 7.869' " -8.933 10.117 11.241 4 x 12 3 1 11 3 .'7t- 47 5. �441�5ft IM 42' -:'40.195 �2;969 4 6.936 8.203 9��Vb 10.938 12.305 13.672 4x 14 31 X 131. 6. 67 . 7� 1 1 .47.340 k27�95?.) 41 8.047 9.657 11.266 i2.877 14.45 16.094 4 X 16 .31 X I q. 53.315 1,634.418 135.66-1 Y.487 31A3 54 9.267 1 11.121 .12.975 14.828 16.682 18.536 1 6X6 51 X 51 30. 76211 -7 76.V5 1.27.729 3 5.25-2 6.302 7.352 8.,403 9.453 10.503 6X8 51 X 7f 1: 933 103.984 37.813 4 7.161 8.594 10.026 11.458 12.891 14.323 6x 10 51X01 'k.25 47.66. 5', 4.071 16.885 12.700 14.514 16.328 18.149, 6X 12 51X 111 -6 3,159.443 57.97*9. 6 10.981,- 13.177' 15.373 0.569 19.766 il.96"' 6X 14 51 x 131 -7 . 144 -1,127-151i: 1 7' "'22Q-. _*172 68.063 7 1.2..891. 15.469 _�7 29.625 - 23.203 25.781 6x 16 5}x 151 85.250, 1,706-77-6" . : 1 2�� 901 !�A46 8 14.800 _j� 7.760 20 1 :720 23.681 26.641 ��2§.601 6x 18 51 x 171 96-250 2,456.380 : 2 -%7L29 242.630 88.229 9 16.710 [20.052 23.394 26.736 30.078 33-420" 6x20 51 X 191 107.250. 3,398.494 348. 270.359 98.313 10 18.620 22.344 26.068 29.792 33.516 37.240 6 x 22 51 x 21# 118.250' 4,555.086 423.729 298.088 108.396 .11 20.530 24.635 28.741 32.847 36.953 41.059 6 x 24 51 x 231 1 129.250' 5,948.191 506.229 325.818 1i8.479 12 22.439 26.927 31.415 1 35.903 1 40.391 44.878 8X8 71x7i 56,250 263.672, co 263.672 - 70.313. 54 9.766 11.719 13-.672 15_621 17.578 19.531 .10 71xgi 71.250 1 535.859 11 11 333.984 89.063 61 12.370 14.844 .7318 9.792 22'266 24.740 11-2 ' 5 0 404.297 07.813 8 14.974 17.969. 20.964 23.958 26.953 29.948 14 71 X 13'J' 10.. Q 25 ;g 7'73'4' P 3 474.609 126.563 91 17.578 21.094 1 24.609 28.125 31.641 35.156 8X 16 71 X 151 110250 2,30.422 300'.30 544.922 143.313 10j 20.182 .24.2.19 28.255 32.292 36.328 8x 18 71 X 171 131.250 3,349.609 _98.Z.9'13, 615.234 164-063 12 22.786 2 9' 31-901 36.458 41.016 \• .40.365 45.573 194 14Cr.250 4,634.297 475.313 684.547 182-813 131 25.391 370119' 3.5 547 1 40.625 45.703 50.781 x22 71 X 21 j 161.250 6,211.484 577.�13 755.859 201.563 141 27.9�9�555 33.594 39'193 44.792 50.391 55.990 8 x 24 7} X 231 176.250 8,111.172 690.313 826.172 1 220.313 1 16 30.599 36.719 42'839 48.958 1 55.078 61.198 on grin I W75Z 7r;; . IA) 'Qnr A. . err I PROJECT _ ' ;CIVM.ENGINEERS' ._ aiiiiSURVT?YORS. • - �+ - souifvnx=�•:� - .• DATE JOB N0. ~{ _u SHEET Beams Dong -Fir #2 Fb' Mallow Fb' Mallow Fc FC CD CD (roof) (roof) : - (floor) (fir) (Perp) (roof) (floor) Fb (roof) (floor) CF Fc 4x4 1,641 11,724 1,313 9,379 625 2,438 1,950 875 125 1.00 1'.50 1300 4x6 1,422 25,090 1,138 20,072 625 2,113 1,690 875 1.25 1:00 1.30' 1300 4x8 1,422 43,597 1,138 34,877 625 2,113 1,690 875 125 1.00 1-30J 1300 4x10 1,313 65,509 1,050 52,407 625 1,950 1,560 875 125 1.00 120 1300 ' 4x12 1,203 88,824 963 71,060. 625 1,788 1,430 875 125 1.00 1.10 1300 4x14 1,094 '112,013 875 89,610 625 1,625 1,300 875 125 1.00 1.00. 1300 4x16 1,094 148,380 875 118,704 625 11,625 1,300. 875 1.25 1.00 1.00 1300 . 600 6x6 1,094 .30,329 875 24,263 625 750 600875. 1-25 .1.00 1.00 6x8. 1,094 56,396 875 45,117 625 750 600 875 125 1.00 1.00 600 6x10 1,094 90,485 875 72.388 625 750 600 875 125 1.00 1.00 600. 6x12 1,094 .132,594 875 106,076 625 750 600 F-875 125 1.00 1.00 600 6x14 1,075 179,622 860 143,697 625 737 - 590 875 125 1.00 600 6x16 1.059 -233,298 847 186,638 625 726 581 875 125 .0.98 1:00 0.97 600 Dong -Fir #1 ' Mallow Fb' Mallow Fc FcJ/ FcJ/ D . D (roof) (roof) (floor) (fir) (Perp) (roof) (floor) Fb (roof). (floor) CF Fc. 4x4 1.875 13,398 1,500 10,719 625 2,7192175 1,000 I25 1.00 1.50 1450 4x6 11625. .28.674: 1,300 22,940 -625 2.356 1,885 1,000 I25 1.00 1.30 1450 4x8 1,625 49;825 1,300 39,860 625 2,356 1.885 1,000 125 1.00 1.30 1450. 4x10 1.500 74,867 1,200 59,894 625 2,175 .1,740 1,000 125 1.00'' 1.20 1450 4x12. 1,375 :101,514 1,100 81,211 625 1,994 1;595 1,000 1.25 1.00 1450 1.10 4x14 ; 1,250 128,014 1,000 102.411 625 1,813 1,450 1,000 1.25 1.00 1.00 1450 4x16, . 1,250 169,577 1,000 135,661 625 1,813' 1,450 1.000 125 1.00 1.00 1450 925 6x6 1.688 46,793' 1,350 37,434 625 1.156 925' 1.350 125 1.00 1.00 6x8 1.688 871012 1,350 69,609 625 1,156 925 1.350 1.25 925 1.00 1.00 6x10 1.688 139,605 1,350 111,684 625 1.156 925 1,350 1.25 1.00 1.00 925 6z12. 1,688 204.574 1,350 163.659 625 1.156 925 17350 125 925 7.00 1-00 6x14 1,659 277,130 1.327 221,704 625 1,137 909 1.350 1.25 1.00 0.98' 925' 6x16 L634 359,945. 1.308 287,956 625 1,120 896 1.350 1.25 1.00 0.97 925 IA- acLdsp.a PROJECT• •��:� - •:L..., dSUFLSG�YORS:;�". - `-y:,. `'f`. .. iivEow>;sovtEVNtn• _ ctbirioor:.;:: \: :YtIBA Crrr-G1t9399t:. .. - - - DATE.... JOB' N0. ^ SHEET -_0 RoofRafters at -or less than'24" 8/5/1999 T.....� 'r -:-T c ,... 2x6 1,635 2x8 1,509 2-c10 1,384 2x12 1,258 4x6 1,635 4x8 1,635 '4x10 1,509 4x12 1384 DoueFirLarch #I aIl(in-i)l D I CD 12,366 (87 - 125 19,834 (9-7-5) 125 29,596 875 125 39,798 875 125 28,854 875 1.25 50,136 875 125 75,335 875 125 102,148 875 1.25 CF Cr b(- d(in) S(in^3) 1.3 1.15 1.5 5-5 7.56 Cr 1.15 12 1.15 1.5 7.25' 13.14 22,668 1.1 1.15 1.5 9.25 21.39 7.25 1.0 1.15 1.5 11.25 31.64 125 1.3 13 1.15 115 3.5 3.5 . 5.5 7.25 1'7.65 ' 30:66 2x12 12 - 1.1 7T -I5 1.15 -T'5--,9.25 3-S 11.25 49.91 73.83 1_15 1.5 1125 31.64- 4x6. 1,869. 2x6 FW(psi) Mallin-#) 17-869 14,132 Fb 1000 CD 1-25 CF 1.3 Cr 1.15 b(in) 1.5' d(in) S.5 g(W3) 7.56 2x8 1,725 22,668 1000 125 1-2 1.15 1.5 7.25 13.14 2x10 1,581 33,824 1000 125 L1 1.15 1.5 9'25 21.39 2x12 1,438 -452483 1000 125 1.0 1_15 1.5 1125 31.64- 4x6. 1,869. '32,976 1000 125 13 1.15' 3.5 5.5 17.65 4x8 1,869 57,299 1000 1.25 .1.3 1.I5' 3.5 725 30.66 4x10 1,725 86.097 1000. 1.25 '12 1.15 3,5 9.25 49.91 4x12 1,581 116,741 1000 125 1.1 1_IS 15 1125 73.83 Floor Joists at or less than 24P. Oct Doue Fir Larch #2 2x6 ]Fb'(psi) MaU(in-#) 1,308 9,893 Fb' 875 CD 1.0 CF 1.3 Cr 1.15 b(in) 1.5 d(in) 5.5 S(in^3) T.56 2x8 1,208' 1S,86? 875 1.0 12 1.15 1.5 7.25 .13.14 2x10 1,107 23,677 875 1.0 1.1 1_15 1.5. 9.25 2139 2x12 1,006 '1,308 31,838 875 1.0 1.0 1.1S 1.5 .11.25 31.64 4x6 1,150 23,083 875 1.0 -13 1.15 3.5 5.5 17.65 4x8 1,308 40,109 875 1.0 • • 1.3 1.15 3.5 7.25 30.66 4x10 4x12 1,208 1107 60,268 81,719 875 875 1.0 1.0 12 1.1 1.15 1.15 3.5 3.5 925 1125 49.91 73.83 si: Fb'(psi) Mallin -4) Fb CD " CF Cr b(in) d(in) g(in^3 2'c6 1,495 11306 1000 1.0 1.3 1.15 1.5 5_5 7.56 2x8 1,380 18,134 1000 1.01.2 ' 1.15 1.5 725 13.14 2x10 1,265' 27,059 1000 1.0 1.1 1:15 1.5 9.25 2x12 1,150 36,387 1000 1.0 1.0 1.15 1.5 1125 .21.39 31.64 4x6 1,495 26,381 1000 1.0 1.3 1.15 3.5 5'.5 17:65 4x8 1,495 45,839 1000 1.0 .1.3 1.15 3.5 725 30.66 4x10 180 68,878 1000 1.0 12 1.15. 3:5 925 49.91 si: PROJECT LAUGHLIN and SPENCE CIVIL ENGINEERS and SURVEYORS ' 1008 LIVE OAK BOULEVARD (530) 671.1008 BY At YUBA CITY. CA 95ATE 991 f" (570) 671-0872 ' JOB NO. _ ...- - ----SHEET 2x4 studs allowable axial dead.+ live load with a 5 psf lateral load. Cd=1.0.axial with Cd=1.6 bending stud length df/hf stud df standard df#2 • - (ft) dfill .(Ibs.) (lbs.) 7.00 2 107 2 128 480 7.25 1 970 1964 5 078 7.50 1 842 4 519 4,775 1 814 4 260 4 500 7.75 1,721 1 676 4 025 4,249 8.00 1,609 1551. 3,809 8.25 1 503 4 019 1 436 .3,611 3,808 8.50 1 406 1 331 3.4 28 3,614 8.75 1 315 1,234 3,260 3.434 9.00 1 0 1145 3104 3 69 9.25 1,1521 1,063 2,959 9..50. 1079 987 3115 9.75 1011 825 973 918 2,700 840 1.0 -.00 •947 853 .2,583 10.25 889 793 70 • • 10.50 2 474 2 6011 834. 737 ' 2,372 10.75 782 11.00 686 2277- 392 735 637 2 188 2 298 1125 690 592 i ne a,� "` : LAUGHLIN and SPENCE PROJECT ' CIVIL ENGINEERS and SURVEypRS ' 1008 uVEOAXBOULEVARD BY �t • 15 YUBA CITY. CA 95991 (S30) 671.1008 fu (510) 67I.0822DATE. JOB .NO. _...:: _..::.._ .._ .:._.............._..:. �..:.. SHEET OF 2x4 studs allowable axial dead load with a 20 psf lateral load. Cd=1.0 axial with Cd=1.6 bending stud length df/hf stud df standard df#2 df# 1 (ft.) i (lbs.) .(lbs.) (lbs.) (]bs.) • 7.00. 1,261 9541 2 394 2,682 ' 7.25 1 120 794' 2,188 2 459 7.50 989 647 1,999 • 7.75 868 510 2 5 • 8.00 1 826 2 068 756 383 1668 1897 8.25 651 262 1,522 1,740 8.50--- 145 1,389 8.75 463 1,266 1597 .9.00 377 266 1,464 9.25 296 1153 1,343 .. 9.5021 11049 1,231 4 953 1 127 9.75 144 i 864 1032 .10.00 71 781 943 1025 704 861 10.50 I 632 784 10.75 565 11.00 713 \t ) 11.25 303 646 11.50 584 • 11.75 387 525 .. 12.00 334 470 12.25 284 418 12.50 237 369 12.75 191 323 13.00 147 278 I 104 236 13.25 61 195 13.50 19 l56 13.75 14:00 118 s 14.25 81 14.50 45 . 14.75 8 15.00 i 15.25 i 15.50 i 15.75 16.00 16.25 I 16.50 16.75===F-� 17.00 17.25 17.50 1'7.751 18.00 18.25' i 18.50 18.75 19.00 .• . 19.25 19.50 19.75 PROJECT LAUGHLIN and SPENCE .__.__ __._...CL\LIL.ENC; NEERS:and.S URV)rYORS---._.....-- _ .. 1008 LNE OAK BOULEVARDBY ._._.... _. _...._. •�.. YUBACITY. Cw95" cs3o)671_loos DATE f -(530)671 -OM ' JOB NO. ...:_..w �.._.i,...-. _....... SHEET OF . :;• 2x4 studs allowable axial dead load with a 25 psf j lateral load. Cd=1.D axial w;rh r,i_, ( . j LAUGHLIN and SPENCE PROJECT CIVIL ENGINEERS and SURVEYORS 1009 LIVE OAK BOULEVARD(530) 671-1003 BY DATE YV8A CITY. CA 95991 f" (530) 671.0922 JOB NO. .. .... SHEET OF PROJECT- LAUGHLIN'and SPENCE CIVIL ENGINEERS jand SURVEYORS 1008 UVEOAK B6ULENWAD(330) 671-t00. BY— YUBA Crry, CA 95"1 DATE f- (530) 671-0922 JOB NO. OF SHEET 11 PROJECT -LA.UGHLIN and SPENCE a CIVIL ENGINEERS and SURVEYORS ' �1009LIVEOAK BOULEVARD (530)671-IDDS BY DATE ♦+`��:' 'YUBA CITY. CA 95991 fu (530) 671.0922 JOB NO. r:.:.:.,..:... .:...:.:_..:.:.::�.:.:.::......:..�..:.._..._....---'- ' SHEET OF 2x6 studs allowable axial dead + live load with a 25 psf lateral load. Cd=1.0 axial with Cd=1.6 bending stud length df/hf stud I df standard df312 I dfl! 1 (ft-) (lbs.) (lbs.) (lbs.) j (lbs.). 7.001 7,949 7.25 8,877 /.610 8,500 7.50 7 265' 8 1.17 7.75 6,916 7,732 8.00 6 568. 7,347 8.25 6224 6 968 . ' 8.50 , S 886 6,596 8.75 5 556 6 235 9.00 5237 5P886 9.50 • 9.25 - �-_.4�I3-0 - �� 5 550 - 4-635' S 229 9.75 4 354 4,923 r. 10.00 I 4086 4,632 10.25 3,832 4 56 10.50 3p591 4,095 10.75 3,362 3,848 11.00. 1125 3;145 3,614 2 941 3 393 11.50 2;-747 3 11.75 564 2 987 12.00 4391- — — 2,8001— LAUGHLIN and SPENCE PROJECT a CIVIL ENGINEERS and SURVEYORS loos UVE OAK BOULEVARDG 95991 (aa BY •" ♦ YUBA CITY, (5]0) 671.1008 • � � (SSO) 671-0872' DATE JO13 NO. a PROJECT LAUGHLIN and SPENCE CIVIL ENGINEERS -and SURVEYORS 1006 UVE OAK BOULEVARD BY DATE + YUBA_ CITY. G 95991 (530) 671-1008 rat fu (130) 171-0822 JOB NO. r, 4x6 post allowable axial dead + live load Cd=1.0 axial ; i stud length i d stud ' .df standard I df#2 df# 1 LAUGHLIN and SPENCE PROJECT ' CIVIL ENGINEERS and SURVEYORS' ' 1002 LIVE owls BOULEVARD(530)BY DATE -� > s YVSA gTY,G95991 671-1002 +" fu (SIO) 67I-0822 JOB NO. 4x8 post allowable axial dead + live load Cd=1.0 axial - - LAUGHLIN and SPENCE . PROJECT CIVIL ENGINEERS and SURVEYORS� BY 1009 UVE OAK 801)LEVAPM (530) 671--1008 DATE YU.A C11, CA 15991 fax (130) 671-0822 JOB NO. SHEET_OF ......... ... 6x6 post le axial dead +live load LAUGHLIN and SPENCE PROJECT ' CIVIL ENGINEERS and SURVEYORS 1008 UVE OAK BOULEVARDBY YUBA CITY. CA 95991 (530) 671-1008 OATS •� f- (530) 671.0822 JOB NO. SHEET6x8 post allowable axial dead + live load Cd=1.0 axial f LAUGHLINand SPENCE PROJECT Y CIVIL ENGINEERS -and SURVEYORS I 1008 LIVE OAK BOULEVARDBY �.� YuewCITY. cwysssl (510) 671.0822 _ (530),671 1009 DATE fu JOB NO. �:.:.:.:.:.:... SHEET pF 6x10 post allowable axial dead +. live load Cd=1.0 axial stud length ' df/hf stud .11 df standard df1l7 j df# 1 (ft.) (Ibs.) (I s.) I (lbs-) (Ibs.) 7.00 32,671 45,553 7.25 32,321 44,943 7.50 31,951 44-299 ' 7.75 31,559 43 620 8.00 .31'146 42,908 8.25 30 713 42,'l 62 8.50 12-58 •41387 8.75 4 40 582 9.00 .1 39 753 9.25 E28,7801 38,901 9.50 28,2521 38,032 ' 9.75 27,7091 10.0037 148 27,154 36253 10.25 26,588 3s,353 :. 10.50 26,013 34,451 10.75 25,432 33,551 11.00 24,848 32,656 11.25 24 262 31,771 11.50 23,676 30,897 11.75 23,094 30,037 12.00 22516 29 194 12.25 21 944 12.50 28 369 21,380 27,564 12.75 20,825 26,779 13.00 20,2811 26,015 13.25 19 748 25 74 13.50 19 226 24,554 13.75 771)1 18 718 23 857 14.00 t R ��i 74 107 PROJECT LAUGHLIN and SPENCE a` CIVIL ENGINEERS and SURVEYORS 1008 LIVE OAK BOULEVARD2BY DATE ♦t � �� YUBA CITY, CA 95991 (530) G,c (530) 6�I.0.100a 822 JOB NO: SHEET. OF 8X8 post allowable axial dead + live load Cd=1.0 axial stud length I . df/hf stud 1 df standard -----------I df#2 df# 1 (R) (lbs.) (lbs.) { (lbs.) i (lbs.) .00 37,347 52 815 37178 52,525 37001 5 19 [:7 36814 51896 36 618.51 556 i I 36412 , 36.196 51,198 50 821 8.75 ' 35,969 50 426 9.0035,731 50,012 9.25 35 482 49-578 9.50- 35,221 49,125 9.75 34,949 48,651 10.00 34,665 48 157 10.25. 3'4 69 47 643 10.50 I 34 061 47.109 10.75 33,741 46,555 11.00 33j408 45,982 11.2533 064 '45,390 . 11.50 32 707 44781 11.75 32v339 44 155 12.00 31,960 43,513 12.25 12.50 31,569 31 168 42,857 42,188 12.75 30 758 41 507 13.00 30,338 40 817 13.25 29,909 40119 13.50 29.473 39 415 13.75 29 031 38,706 14.00 28,582 37995 14.25 28,129 37A3 14.50 ' 27v672 36.571 14.75 27,212 35,86i 15.00 26,750 35,156 15.25 26,287 34 456 15:50 25,825 33,762 15.75 25,363 33,076 16.00 24 903 32,398 16.25 24,446 31,729 16.50 23,992 31,071 16.75 I 23,542 30,424 17.001 23,097 29 788 17.251 17.50 17.75 22,657 22,223 21,795 29,164 28,552 -27,953 18.00 18.25 18.50 21,373 20,959 20,551 27,366 26,793 26,232 18.75 20,151 25,684 19.00 19.2519,373 19.50 19.75 19,758 18,995 18,625 25,149 24,626 24,117 23 620 20.00 18.2631 23.135 4 _-'---_-_----- --` ' . , ' \�zu�[] pnouscT ' . —�---�---~~"R,"^"Ra /mmUVEOAK-~ (530) 671-1008 BY DATE rvv�—''`^��-�^.00»m`°� T ------- JOB NO. _ SHEET �------� � ' . ' ` - ��^~ - J, CIVIL.�IGU-T=RS and SURVEYORS ! ooa. LrvE o.jc Bout I_vAA0• BY -LLA Crrr. ca 9J"1 (<3o) e; -loos DATE ^ l �. tS x'1530) 671-09 ::n JOB NO. -._ ... SHEET OF 'The following table has been prepared per Section 8.23 of the 1991 National Bo t ta. tm _ KQ is Fes kl Im Design Specifications and is 5.00 4,800. designed r for bolts embedded in concrete or masonry with a 2x Hem -Fir plate and the load applied parallel to Brain 0.50 .5.00 Mode h Z=D tm Fem ! 4 KQ 2.50 4,300 Mode IIIc Z=U D is Fem / 3.� 2+ 5.00 4,800 Mode [s Z=D u Fes / 4 K Q 4,800 0.68 IIIc Mode Inm - (- Re) KQ Z=k2 D tin Fem / 3 2 (2+Re) KQ 4,300 1.00 -Modell Z=k1 D is Fes / 3.6 KQ Illm 0.50 Mode rV Z=(D-2 / ;.2 1{ * y ( ))A 5 Q) ( _ Fem Fyb / 3 1=Re 1.00 mode Bolt Dia, an Fem KQ is Fes kl k2I k3 Re Rt Fyb QZ 1.00 2.50 .4 .800 . Cd.'Z' '1m Is 0.50 3.00 4,300 0.50 3.00 4,300 1.00 1.00 1.50 4,800 1.38 1.00 2 36,000 0.00 1,800 1.33 2,394 II 0.50 3.00 4,800 1.00 1.50. 1.50 4,800 4,800 0.68 1.00 2 36,000 0.00 900 1.33 1,197 uIs 0.50 3.00 4,800 1.00 1.50 4,800 1.00 2. 36,000 0.00 679 1.33 1.00 1.33 904 IIIm 0.50 3.00 ' 4,800 1.00 1.50' 4,800 1.10 2 36,000 0.00 -18 1.00 133 689 tV 0.50 3.00 4.800 1.00 1.50 4,800 2 .36,000 0.00 826 1.00 2 1.33 ' 1,099 36,000 0.00 593 1.33 789 2x plate; 12" bolt Desian Load = 689 mode Bolt Dia- ' tm Fem KQ is Fes k1 Ic2 k3 Re Rt Fyb QZ-. Cd Z, Im 0.63 3.00 4,800 1.00 1.50 4,800 1.57 1.00 2 36,000 0.002„ 50 1:33 2,993 Is II 0.63 3.00 4,800 0.63' 100. 4,800 1.00 1.00 1.50 4,800 1.00 2 36,000 0.00 1,125 •.1`.33 1,496 ills 0.63 3.00 4,800 1.00 1.50 1.50 4,800 0.68 4,800. 1.00 2 36,000 0.00 849 1.57 1.33 1,130 Mm 0.63 3.00 4,800 1.00 1.50 4,800 1.16 1.00 2 36,000 0.00 736 1.00 133 '979 TV 0.63' 3.00 4,800 1.00 1.50 4,800 2 36,000 0.00 1,084 1.00' 133 1,442 2 36,000 0.00 926 1333 1,332. 2x plate; 5/8" bolt Design Load = 979 The following table has been prepared per Section 3.33 of the 1991 National Design Specifications and is designed for bolts embedded in concrete or masonry with a 3x Hem-Firplate and the load applied parallel to amain 1 D' mode Bo t ta. tm Fem KQ is Fes kl Im 0.50. 5.00 4,800. 1.00 2.50 4,300 is 0.50 .5.00 4,800 1.00 2.50 4,300 11 0.50 5.00 4,800 1.00 2.50 4,800 0.68 IIIc 0.50 5.00 4,300 1.00 2.50 4,300 Illm 0.50 5.00 4,300 1.00 2.50 4,800 IV 0._ 0 5.00 4.800 1.00 2.50 .4 .800 ,u .. ..... .... ...., �� a res ICI Im 0.63 5.00 4,300 1.00 2.50 4,800 Is 0.63. 5.00 4;300 1.00 2.50 4,800 11 0.63 5.00 4,800 1.00 2.50 4.800 0.63 IIIs . 0.63 5.00 4;300 1.00 2.50 4,800 IIIm 0.63 5.00 4,300 1.00 2.50 4,900 IV 0.63 5.00 4.800 1.00 2-50 4.300 10/19/1999 x' k3 'Re Rt Fyb Q Z , Cd 1.14 1.00 2 36,000 0.00 3,000 1.33 1.00 2 36,000 0.00 1,500 '133 I.00 2 36,000 0.00 1,132 1.33 1.14 1.00 2 36,000 0.00 715 1.33 1.04 1.00 2 36,000 0.00 1,296 1.33 1.00 = -6.000 0.00 593 1.33 1.06 1.00 36,000 'x plate; 12" bolt Desip Load = F 3,990 1,995 1,506 952 1,724 7R9 789 k3 Re Rt FvbQ Z Cd Z, 1.22 1.00 _ 36,000 0.00 3,;50 1.33 4,983 1.00 2 36.000 0.00 1,875 1.33 3.494 1.00 _ 0.00. 1,416 1.33 1,883 1.36,000 1 "- .1-00 = 36.000 0.00955 133 1,270 1.06 1.00 36,000 0.00 1,643 1.33 2,198 1.00 _ 36.000.0.00 926 1.33 1,232 3x plate; 5/8" bolt Design Load= 1,232 cone wood bolt T:40 AM 1.D•,FcCI: 'A"LCULATING .DEAD LOADS • SYSTEM ... �ILIQ\'G ST'' N�K 1 "' fOR L}'Jc LJA :ftl_ EiZ TO.LOCAL' BUILDING CODE -. ~ Withou,. ceiling lith ceiling (be sure to add weigh, of ceiiliyg) •1.51af CERINCS . COMP*0§1T,ON:':RO. QFINC. I t ACOUSIiCA1 fiber. the 2-151b. arc::1=90`Ib:..;'°.:' <: .. 1.75psf '/z i sum 1.0 sf 3�Y5ab`;,:,:i 1:-SO'Ib• . �.. f in. f;YP board 2.Opsf �., 2.2psf board ;•e ih. gypsum � 2.SpsF :.3 .Itl;�hd: Ur��Qt.. :r. 5..6psf + Plaster ('1 in. thick) B.Opsf 4' ply• �r;d gravel .:`r ` ~`` , ; . 6.Opsf I Metal su�pe!isifiti System 5. Fly_�,6d' rd;Yf� y; r_ ,I` .5psf :5psf V1 oo. suspension system RGGID' IN ULA370N 6 ! FLOORS 2:Opsf -._..:.;.:..... (1�irtr thick) 1.215sf Hardwood (Noiriinal 1 in.) 'Cork :: (1 in..thic'r.) OJps.f " Concrete i' 3.8psf ( /. in. thiCk): Goid Bond 0..'im th.i.ck) 1.5psf Regular,• " Styrofoam., . r 7.5psI ...; . !? in-.-.thick) 0:2psf. ' Ligttiw .ighit z 12.Spsf ` Foamgfar (1 irt.4kiick) 0,3psf Linoleurri or sd:t file a 1.5psf Rigid Fitiergl-s ', '' f (1 in:`th.ick -.-.5psf i� in. ceramic or.qu�Jity tiff 10.Opsf.. I R LL t0R: BATT; IA}SUtATION�: Kock Wo'I ' r FRAh1(N.G (1 ,11fMBERS f2p�f} in: thick) 0:2psf Nornma,":''.'`'; c..'-✓t ALa�ssDWoot (1 in, thick) 0.3psf'-�.� SIZE 101st jpacing 0.1'sf _ 1 1.2 in. 16 in. 24 in. I P I .2.x4 1.4psf, 1:i,�sf:/ 0.7psf ROOF SHLA FiINr; ( 2x6. 2.2psf 1.7psf 1.1 psf t =/a in. plywood. 1.1psf ± 2x13 :. ~� i '/i in, plywood 1.5 sf 2.9psf . 2.2psf 5/a in. plywoo;cl .: 1.8psf (•:.. 2k1:) 3.7psf 2.8psf 1.9psf 114 in. plywood >: P. 2x12 4.4 sf 2.2psf 3.x '.... p. 3.�pgf .2.2psf I 1 6::- - . 4p1f, :Y- /s in. plywood': 3.3 sf ''`r. ;:�""`\..'P 1 in:'aheathin (norm P < '~x6 ; -~<* S;iSnlf E. nal) 2.1psf+ ).r.;`" 4x8 ;r.. 2.,n. deckitt ,::,z:,. b.$plj g' 4.2ps. 4 x 1.0'.:. 8'6plf 3 in. decking G.Opsf Z vi i `fx 1 10.4p1f:; 4 in, ci�cking. 9.3psf_ . till t El.LAti'EOUS DECKING MATERIALS TYPICAL LnAD `CALCULATION t y Tec'um , a '` civQ load: (1 in. thick) 2.Opsf Dead.lo4d: finish... _ #/sq, ft: In.vlrock (1 in. thick) 2.70sf - deeking #/sq. ft. r :. iAo �f%SY�sum 0 in. thick) 6.5psf _insulation = #/sq. ft.: v° tictilite concrete'` (1 in. thick) •2.6psf �' ,.truss - LIGATED. :GALVANIZE STEc! , .'` t - #/sq. ft.•x -r -- .. ceiling other t P *TYPical•fl :o.r:Trus •.Veigh 1, P f a� Load' - q .ft. r -- 5.0 /ft _ 5 s •j Tot :.#rs pe foot # 'T. VYF'- r' r" .� ..r -tom* .o . .tee is:'�� �1��2�:I ',T'�®'i��'' 111�6,R.r. �j:�' �il��.i �i l�i��i���YE� :�`, AN�:HEIf l,�df1. Boise Cascade En ineered Wood Products • _ _ dy.,. t�",.jx`.1'tF af. :�°'�.'+,:, 113, au3'. , r 25 " i , r.`F' .r ;=:'1'tiiP' yak" .-sLr. y�.y.. p�.%w v'xvF r.•i`.. t,r'ff N rur..• is q _ �F Weights of Building Materials - Pounds Per Square Foot [PH CEILING FLOOR (coni Acoustical fiber board Hardwood flooring, 7/7 -in 4 Suspended steel channel system 2 1/4_" linoleum or asphalt the 1 Suspended wood channel system 2.5 BCI/AJS'o joists @ 16" o.c., 3/4" 10 2x8 ceiling joists @ 16" o.c., R-49 7 sheathing, 1/2"gypsum board insulation, 1/2" gypsum board 3/4" Gyp -Crete topping 6.5 1" Plaster 8 Carpet & Pad 2.0 1/2" gypsum board t'� 2.2 Waterproofing Membranes 5/8" gypsum board t'� 2.75 Bituminous, smooth surface 1.5 Liquid applied ROOF Fiberglass shingles Asphalt shingles t'� 3 2 SHEATHING 11/32" or 3/8" Plywood - OSB (31 1.0--1.2 Wood shingles t>> 3 15/32'' or 1/2" Plywood - OSB (3) 1.4 - 1.7 Spanish clay the t'� 19 19/32" or 5/8" Plywood - OSB (3) 1.8-2.1 Concrete roof tile 12 23/32" or 3/4" Plywood - OSB (3) 2.2-2.5 Composition Roofing: 31 7/8" Plywood - OSBtp 2.6-2.9 Three-ply ready roofing 1 1 1/8" Plywood - OSE, 3.3-3.6 Four -ply felt and gravel t'� 5.5 1/2" cementitious backerboard 3 Five-ply felt and gravel t'� 6 1-1/2" softwood T & G decking 4.6 20 gage metal deck 2.5 18 gage metal deck t'� 3 FRAMING6" 0.05" thick polyvinyl chloride polymer 0.35 2x4.(_U) oc. 1.1 membrane ) 2x6 @ 16" o.c. 1.7 1" fiberglass batt insulation 0:04 2x8.@ 16" o.c. 2.2 1" loose fiberglass insulation 0.04 2x10 @ 16" o.c. 2.9 1" loose cellulose insulation 0.14 .2x12 @ 16" o.c. 3.5 1" rigid insulation t'� 1.5 Blowing wool insulation R-38 (16"deep) 0:62 3/16" slate 7 WALL 1/4" slate (') 10 5/16" x 7-1/2" fiber cement lap siding 3 Single -ply (no ballast) t'� 0.7 4" clay brick (') 39 Single -ply (ballasted) ') 11 1/4"ceramic wall the t'' 3.1 - Dry gravel 8.7 1 3/a" Cultured Stone 12 2x8 rafters @ 16" o.c., fiberglass 8 2x4 studs @ 16" o.c., 5/8" gypsum, 11 shingles, 15# felt, 3/8" sheathing 3/8" siding Skylight: metal frame w/ 3/8" wire. glass t'� %insulation, 8 2x6 studs @ 16" o.c., 5/8" gypsum, 12 insulation, 3/8" siding (') FLOOR Wood or steel studs, 1/2" gypsum board 8 1" reinforced regular weight concrete 12.5 each side (') 1" plain lightweight concrete (') 8 Exterior stud walls w/ brick veneer t'� 48 7/16" cementitious backerboard 3 Windows: glass, frame and sash t'� 8 Ceramic or uarry the (3/4") on 1/2" 16 Stucco 10 mortar bed ) Log Wall: 10" diameter 26 Ceramic or quarry the (3/4") on 1 " mortar 23 Glass Block bed t'� 4" thick - standard (hollow) 20 1" mortar bed 12. 3" thick - standard (hollow) 16 1" slate (') 15 4". thick - thick face 30 3/8" marble tile 6 .3" thick - solid glass block 40 3/8" ceramic floor tile 4.7 Tech Note GE -1 :• `-�REPETIT'IVE MEMBER DESIGN =' _ Structural wood. products used repetitively can be shown to share loads Products with greater consistericy, such as Microllame LVL-, logically are between adjacent members, increasing the total load carrying capacity given less credit for repetitive member increases; ttik�refore, it has been of the system:.The criteria for increases in flexural stresses for repetitive determined that the increase in flexure shall be 7%-foducts utilizing member usage are as follows: t machine stress rated grades of solid -sawn lumber and A% for products. .1. Three or;more members are adjacent. utilizing Microllam© LUL i 2. Member spacing is 24" on -center or less.• increases, where appropriate, are so indicated in the load tables. ' 3' The`members are joined by transverse load -distributing elements t i (decking) adequate'to support the design load. . MATERIAL WEIGHTS RN Referto locaVbuilcding code for live load design requirements. r APPROXIMATE WEIGHTS OF k TRUS JOIST MACMILLAN PRODUCTS " ' t - Composition Roofing>,.r `.7- ,,.. -30 _ •Rigid Insulatwn (1 t Ic) 3.4 to 5.8 2-15 and 1-90 lb......:..... ............ 1.7 psf Temlock.:......................................... 1.2 psi r` 3-15�and 1-90 Ib ....:.t psf Cork...:..........................................:'.......: 0.7 psf 3 -ply and gravel :.% ,._..:...2.2 x..:....:..5.6 psf Gold bond........1.......�...................:.... l .5 psf ' •: ply.and gravel .... 6.0 psf Polystyrene foam..:.......................:..0.2 psf, . f ;•> , ........ 5=ply and gravel.' ................6.5 psf Foamglass .... 0.8 psf , IRMA (Insulated Roof Membrane Assembly) ' - Rigid fiberglass..............' ..............1.5psf 11/8". plywood ..........:....:..:.-..:x:.....'.'..:.3.4 psi Sheet vinyl .......... ........................ ....:.0.5 psi �,.1/z" OSB ....:. ......:.:....`.1.7 JO ,,.. -30 J '• G 3.4 to 5.8 J 4.7 to 6.6 Floors 4.6 to 7.1 r Douglas Fir Sheathing*,.; • 3.75 to 4.25 J• e 4.50 to 5.25 TJ: ene 4.75 to 5.75 -• e�res 8.00 to 9.00 a T.t { 047jg t 10.00 to 12.00 2 .thick .....:........13.0 psf ` Single -ply roofs (insulation not included) Roll or Batt Insulation (1" thick) ti ' Ballasted system .... } 13.0 psf Rock wool.......................................:.0.2 psf WEIGHTS OF . { Mechanically fastened .'..'......':....2.0 psf Glass wool ... . ........:.:.................0.1 psi DOUGLAS FIR FRAMING MEMBERS* t, . Fully.adhered:..........:.'..........:.....:.2.0 psi I - r < 2.1 Floors psf Douglas Fir Sheathing*,.; • Hardwood (nominal I '):..... .....4.0 psf (Based on 36 pcf for plywood, 40 pcf for OSB) Concrete (I" thick) ^ . 1.7 psf Y %",Alywood:r................. "..:.r.:....:.....1.5 psf Regular'.::................... ...' ..12.0 psf, 5/s" plywood ....... .::........... :.. ..... 1.8 psf Lightweight ...........:.........8.0 to 10.0 psf r '`,.'• "3/4' plywood ..':'�.................. ..' ....... ..2.3 psi ,. Gypsum concrete;(3/a' thick) ........... 6.5 psf 11/8". plywood ..........:....:..:.-..:x:.....'.'..:.3.4 psi Sheet vinyl .......... ........................ ....:.0.5 psi �,.1/z" OSB ....:. ......:.:....`.1.7 psf Carpet and pad.............:..........:.......1.0 psf 8"•OSB ......... .. ..........`..............2.0 psf 3/4" ceramic or quarry tile .............. 10.0 psf p � .T G Y ,Dt�7� •40, KE OI�,^T9•SR� CIN • - Miscellaneous Roofing Materials 2.1 W gypsum board .::......:........:2.8 psf r - 1.4 psf 1.1 psf 0.7 psf a 2.2 psf 1.7 psf I.1 psf , 7. 8 2.9 psf 2.2 psf "• 1.5 psf Y 3.7 psf 2.8 psf. .1.9 psf , ........ ........ �• r'' ' 24 ga...... �........ x•......:1.3 4.4 psf ,- ' 3.3 psf , 2.2 psf ? 3.6 plf ` For,southern pine weights, increase 4 S.0 plf " s•e ` Clay tile.......... !.,.'9.0 to q ` 6.8 pif It Slate (3/8' thick) T... x..:.......15.0 v� t 8.6 plf + ,1 10.4 plf 7.8 17.3 3/4" OSB.r.'.'...?.:"....:.......s..:'...' .......2.5 psi t, '/8" OSB "....."r 2.9 psf Ceilings t r - ..... ..... ....... .• • I1/s" OSB..:.....:.`..:........ `.:`............•....3.7 psi Acoustical fiber tile ...........:.......... .1:0 psi WEIGHTS OF SPRINKLER LINES •� G Y ,Dt�7� •40, KE 1/z" gypsum board ..... ..........A ...2.2 psf Miscellaneous Roofing Materials 2.1 W gypsum board .::......:........:2.8 psf -14 f, Corrugated galvanized steel a 1........: Plaster (1" thick)..:..:.:.....................:.8.0 psf • r'' )6ga..'.........::�.....:...'...�.........:...:..2.9 psf -• Metal suspension system 3.6 20 ga <.. z.....::-.1'.8 _ .. psf (including tile).............:...................1.8 psf , .....:....... g :..:....'..:I 5 psf 4.2 :. u ........ ........ �• r'' ' 24 ga...... �........ x•......:1.3 psi 3.6 5.9 ! '"Asphalt's hingles..........`... ... F`..:..:...2.5 psi ` For,southern pine weights, increase ^ -Wood shingles r._... s..,.........2.0 psf Douglas fir weights by I0%.- g � s•e ` Clay tile.......... !.,.'9.0 to 14.0 psf 9.8 It Slate (3/8' thick) T... x..:.......15.0 v� psf4,/ r 11.8 k G Y ,Dt�7� •40, KE � LES�IiO; .Pally 1.7 2.1 1.4 1.8 2.3 3.0 1.8 2.5 A 2.7 3.6 2.1 3.1 { 3.7 5.2 2.7 4.2 :. u 5.8 7.9 3.6 5.9 7.6 10.8 4.3 8.0 9.2 13.5 5.0 9.8 a 10.9 16.4 5.6 11.8 14.8 23.5 7.8 17.3 19.2 1 31.7 9.3 23.1 gx 28:6 50.8 16.9 40.1 40.5 74.6 • i s � � _ 7 q� � ,may t Y `�` % "-i����x"��'�'✓?i. r.�"� ' *SLS" ;.s^;:i}�RW F � i ` FWhen�cmalculatfng Tota deed oad wesron I sur o o ease . rnlnimum ops I'd M160 alldyeadVloa _s�� RFCafe - Density of Common Building Materials per Cubic Foot .i . Material Aluminum 171 Ib/ft3 2,739 k/m3 Asphalt, crushed 45 Ib ft3 721 kg/m3 Brick, common red 120 Ib ft3 1 920 k /m3 Cast Iron 450 Ib ft3 7,208 k/m3 Cement, Portland 94 Ib/ft3 1,506 k m3 Concrete, Limestone w/Portland 148 Ib/ft3 2,370 k/m3 Concrete, Gravel 150 Ib/ft3 2,400 kglm3 Crushed Stone 100 Ib/ft3 1,600 kg/m3 Earth, loam dry excavated 90 Ib/ft3 1,440 k /m3 Earth,_ packed._ _ ,95-I15B. 1,520 kg1m3 }� �i$b.....G�i?SSWI(IdON/a°F+�e'n e'g Txraa} tw3 �i�16d€�1b/ ;_ 2580 k /m `�`'� Gra elloo wiry' t -1,520 k/m3 Gravel, with sand 120 Ib ft3 1,920 k m3 3/8 inch Gypsum or Plaster Board 1.56 Ib ft2 7.62 k m2 1/2 inch Gypsum or Plaster Board 2.08 Ib ft2 10.2 k m2 5/8 inch Gypsum or Plaster Board 2.60 Ib ft2 12.7 k m2 Ice; crushed37.0 14/ft 593 k %m3i Ice, solid 57.4 Ib ft3 919 kg/m3 Limestone 171 Ib ft3 2,739 k m3 Marble, solid. 160 Ib ft3 2,560 k m3 Mineral Fiber fiberglass Insulation 2.0 Ib ft3. 32 k m3 Mud, packed 119 Ib ft3 1,906 k m3 Oyster Shells, ground 53 Ib ft3 849 k/m3 Extruded Polystyrene Insulation 1.8 Ib ft3 29 k m3 Expanded Polystyrene Insulation 1.5 Ib ft3 24 kq1m3 Polyurethane Insulation 1.5 Ib/ft3 24 k/m3 Porcelain 150 Ib/0. 2,400 kg/m3 Sand, dry 100 Ib ft3 1,600 kg/m3 Snow, compacted 30 Ib ft3 480 kg/m3 Snow, freshly fallen 10 Ib ft3.. 160 k/m3 Tar 72 lb ft3 1,150 kg/m3 Vermiculite 40 Ib ft3 641 k/m3 Water 62.4 Ib/ft3 1 000 k /m3 Wool 82 Ib/ft3 1,310 k/m3 Framing Lumber Douglas Fir. 2X4 = 1.28 Ib/linear ft 2X6 = 2.00 Ib/linear ft 2X8 = 2.64 lb/linear ft 2X10 = 3.37 Ib/linear ft 2X12 = 4.10 Ib/linear ft 4X4 = 2.98 Ib/linear ft 6X6 = 7.35 Ib/linear ft 6X8 = 10.0 Ib linear ft 35 Ib/ft3 561 kg/m3 4 inch Brick w/lh" mortar 42 Ib ft3 673 k m3 8 inch Concrete Block w/Vh" mortar 55 Ib ft3 881 kg/m3 12 inch Concrete Block w/l/x" mortar 80 Ib ft3 1,281 kg/m3 1/4 inch Plywood 0.710 Ib ft2 3.47 k m2 3/8 inch Plywood 1.06 Ib ft2 5.18 kg/m2 1/2 inch Plywood 1.42 Ib ft2 6.93 k m2 5/8 inch Plywood 1.77 Ib ft2 8.64 kg/m2 3/4 inch Plywood 2.13 Ib ft2 10.4 k/m2 Asphalt Roofing Shingles 3.0 Ib/ft2 15 k/m2. 1/4 in. Slate Shingles 10 Ib/ft2 49 kg/m2 Aluminum Roofing 26 gauge 0.3 Ib/ft2 1.5 k/m2 Steel Roofing 29 gauges 0.8 Ib/ft2 3.9 k m2 Built -Up 3 Ply & Gravel Roofing 5.5 Ib ft2 27 k m2 Bank Sand 2,500 Ib d3 1,483 kg/m3 Torpedo Sand 2,700 lb/d3 1,602 kg/m3 Framing Steel 490 Ib ft3 7,849 Page 1 of 1 0 htti)://www.rfcafe.com/references/;?eneral/density-building-materials.htm. 7/12/2010 "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 5961Phone (530) 743-8855 Fax (530) 74.3-8856 WWW -,nHnMFwnnr) cnm Truss Calc Submittal 61&-18g5 BUTTE COUNTY 1 AUG 2 3 2016 DEVELOPMENT SERVICES Client: OMC Go CAG Proiect: 32'x 48' 0o®. G�z 12236 Robertson ® Z Truss Desiciner:9_ _•.,_._- _ Bryan Wagner.._'- bQvanw(abhomewoodtruss.com Phone: (530) 743-8855 rui- createa wan patractory trial version www.patraciory.com Trackina /Work - 0070n - I� 32-0 f } P it AN MY CC%'.AVtV f 1 Engineering eJob 8/3/2016 t This eJob is prepared exclusively for: Homewood Truss (5824) PO Box 5010 Marysville, CA 95901-8501 Work Order: 0070816 Job Customer: OMC Job Name: Garage 32 x 48 Job Address: 12236 Robertson Gridley Ca. Alpine ID: T538642.J567232 1 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 Page No. Truss Label Page No. Truss Label Page No. Truss Label 1 G1 2 GG Page 1 Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 Y r `s ALR E r,� !tiY Ct�.a air' Engineering eJob 8/3/2016 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. •`'iii : . 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 ' ...I �� F.irti`fq, AN. MY CUA,44Y Engineering eJob 8/3/2016 5 Required Details* Other-Available Details* http://www.itwbcg.com/trussconnections.php *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 r F s Job Name: Garaae 32 x 48 - 268`= Holnew 282D N: Great SW Pkwy, Gr t 5-7-13 1= 0-3-13 r_ (-CAJI_ -=-= 1N1LW COMPANY c;�..o• . 381rfe. `TX 75050. �,'I-TRUSPLUS 6.0 VER: T6.5.20 3X1 Truss ID: G1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerg value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in ESR -1118. 16-0-0 16-0-0 1 2 3 4 5 4.00 -4.0 4X10 23 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -80 lb 2 -80 lb This truss is designedusing the . ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Lenggth = 48.00 ft, Bldg Width = 32.00 ft Meanroof height = 12.83 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 64 sqft 1.�h3 4A4 JAo i.JAJ 81 B2 W:308 W:308 R:1769 R:1769 U:-80 U:-80 32-0-0 6 7 8 9 10 11 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 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. **WARNIN:G!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 1*IMP..QRF.A. 'NT**'�FURNISFf7HIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. I edition of BCSI Builds Component -.Trusses-requue.e#remerarein�/abricat'ug; handling, snipping. Installing and�oradrg. Referto and follow the atest ( Building fxin 'Safetyififmation;.by TPtandWTCAI for safety practices prior to perform rg th6wFlunctions. trrstaners shall provide temporary bracing per BCSI. Unless .noted omerwlsertop,chord shalrhane.propeM attached structural sheathing and bottom chord shall have a property attached dgidceRRxg'tismtgnti shown- for permanent4lateral restraint of.webs shall have bracing installed per BCSI sections B3, B7 or BIO. as applicable: Apply plates to eachraceof truss and position as shown above and on the .hint Details report unless noted otherwise.. s- -V:Alpine; A_div1sion.oljM Building Components Group Inc„ shall rot be responsible for any deviation from ihs drawsng any fafirre-tp buigthe Irvsv in �:. - _ conformance win ANSUTPI i, or for handling, shipping, installation 8 hg o atinf trusses. - - - � A seal=oh, thW, drawing?occover page listing this drawing; indicates acceptance. of professional engineering -responsibility solely for.the;designshown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPlI Sec.2 For more information see this lob's general notes page and these web sties: ALPINE: -v aloineitwcom: TPI: wwW 161st.arm- WrCA: www sbcindustm Orn ICC: v 100 .:le om I 5-11-11 tSHIP OFESSI 0-3-13 T. 0 7 No. C 72160 + t CIV0- �rr1� 8/3/2016. DIR:.Drive-L0070816_L00007_300001 W0: Drive -M -0070816-L000 Dsgnr: BW #LC = 42 WT/PLY: li TC Live 20:.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) :`0-.00 psf SnowDur L=1.15 P=1.15 TC Dead -14.,0D psf ' -Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL S1 & Btr. 1 0- 1-12 1769 3.50" 1.89" BC 2x4 DFL S1 & Btr. 2 31-10- 4 1769 3.50" 1.89" WEB 20 DFL STANDARD MAX DEFLECTION (span) : Kcr (creep factor) - 2.00 L/999 MEM 8-9 (LIVE) LC 40 Refer to Joint QC Detail Sheets for* L= -0.37" D= -0.49" T- -0.86" Cq factors and Rotational Tolerances. 10 FBCLL. Loaded fBASED cLUMBER eVALUES. 1 0laontOLoca7ion8 0- 0 PLATING ONor GREEN - 2 8-nt 0- 0 8 12- o- o 20 psf Live Load applied to bottom chord in 3 16- o- 0 9 20- 0- o accordance with IBC/IRC code provisions. 4 24- 0- 0 10 24- 0- 0 - 5 32- 0- 0 ll 32- 0- 0 6 0- 0- 0 CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. WR. CSI 1-2 -4132 1.25 / 94 1.60 0.90 - 2-3 -3360 1.25 / Ill 1.60 O.S7 3-4 -3353 1.25 / Ill 1.60 0.57 4-5 -4132 1.25 / 94 1.60 0.90 BC COMP. DUR. / TENS. WR. CSI 6-7 -38 1.to / 3858 1.25 0.75 7-8 -39 1.60 / 3851 1.25 0.70 8-9 / 2494 1.25 0.58 9-10 39 1.60 / 3851 1.25 0.70 10-]1 -38 1.60 / 3858 1.25 0.75 WB COMP.(DUR.)/ TENS. WR. CSI 2-7 / 204 1.25 0.08 2-8 -915(1.25)/ 72 1.60 0.38 3-8 / 988 1.25 0.40 3-9 / 983 1.25 0.40 4-9 -920(1.25)/ 72 1.60 0.38 4-10 / 205 1.25 0.08 - 268`= Holnew 282D N: Great SW Pkwy, Gr t 5-7-13 1= 0-3-13 r_ (-CAJI_ -=-= 1N1LW COMPANY c;�..o• . 381rfe. `TX 75050. �,'I-TRUSPLUS 6.0 VER: T6.5.20 3X1 Truss ID: G1 Designed per ANSI/TPI 1-2007 Fabrication Tolerance - 20.0% Bearings designed for an FcPerg value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in ESR -1118. 16-0-0 16-0-0 1 2 3 4 5 4.00 -4.0 4X10 23 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -80 lb 2 -80 lb This truss is designedusing the . ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Lenggth = 48.00 ft, Bldg Width = 32.00 ft Meanroof height = 12.83 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 64 sqft 1.�h3 4A4 JAo i.JAJ 81 B2 W:308 W:308 R:1769 R:1769 U:-80 U:-80 32-0-0 6 7 8 9 10 11 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 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. **WARNIN:G!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 1*IMP..QRF.A. 'NT**'�FURNISFf7HIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. I edition of BCSI Builds Component -.Trusses-requue.e#remerarein�/abricat'ug; handling, snipping. Installing and�oradrg. Referto and follow the atest ( Building fxin 'Safetyififmation;.by TPtandWTCAI for safety practices prior to perform rg th6wFlunctions. trrstaners shall provide temporary bracing per BCSI. Unless .noted omerwlsertop,chord shalrhane.propeM attached structural sheathing and bottom chord shall have a property attached dgidceRRxg'tismtgnti shown- for permanent4lateral restraint of.webs shall have bracing installed per BCSI sections B3, B7 or BIO. as applicable: Apply plates to eachraceof truss and position as shown above and on the .hint Details report unless noted otherwise.. s- -V:Alpine; A_div1sion.oljM Building Components Group Inc„ shall rot be responsible for any deviation from ihs drawsng any fafirre-tp buigthe Irvsv in �:. - _ conformance win ANSUTPI i, or for handling, shipping, installation 8 hg o atinf trusses. - - - � A seal=oh, thW, drawing?occover page listing this drawing; indicates acceptance. of professional engineering -responsibility solely for.the;designshown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPlI Sec.2 For more information see this lob's general notes page and these web sties: ALPINE: -v aloineitwcom: TPI: wwW 161st.arm- WrCA: www sbcindustm Orn ICC: v 100 .:le om I 5-11-11 tSHIP OFESSI 0-3-13 T. 0 7 No. C 72160 + t CIV0- �rr1� 8/3/2016. DIR:.Drive-L0070816_L00007_300001 W0: Drive -M -0070816-L000 Dsgnr: BW #LC = 42 WT/PLY: li TC Live 20:.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) :`0-.00 psf SnowDur L=1.15 P=1.15 TC Dead -14.,0D psf ' -Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: Job Name: Garage 32 x 48 Truss ID: GG 2-3 -130 125 / Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : 1 0- 1-12 290 3.50" 1.50" BC 2x4 OFL 61 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 4- 0- 0 375 3.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the 1 -24 lb 3 5- 4- 0 53 3.50" 1.50" Kcr (creep factor) = 2:00 lesser of the truss chord lumber value or 2 -10 lb 4 6- 8- 0 160 3.50" 1.50" Refer to Joint QC Detail Sheets for 625 for all bearings. 3 -1 lb 5 8- 0- 0 158 3.50" 1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 4 -4 lb 6 9- 4- 0 164 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. testing and approval asrequired by IBC 1703 5 -4 lb 7 10- 8- 0 170 3.50" 1.50" Mark all interior bearing locations. and ANSI/TPI and are reported in ESR -1118. 6 -4 lb 8 12- 0- 0 177 3.50" 1.S0" Permanent bracing is reywired to Install interior supporI(s) before erection. 7 -4 lb 9 13- 4- 0 186 3.50" 1.SO" prevent rotation/toppling. See Building designer shall verify gable loads 8 -5 lb 10 14- 8- 0 121 3.50" 1.50" BCSI and ANSI/TPI 1. and eave loads, if applicable. 9 -5 lb 11 15- 3- 0 127 3.50" 1.50 PLATING BASED ON GREEN LUMBER VALUES. [+] gable bracing required 0 42" intervals, 10 -3 lb 12 16-9- 0 127 3.50" 1.50" HORIZONTAL REACTIONS) if exposed to wind load applied to face. 11 -3 lb 13 17- 4- 0 8- 0 121 186 3.50" 3.50 1.50" 1.50" support 1 280 lb See IIWBCIS s Gable Bracing Details. 12 -3 lb 14 15 18- 20- 0- 0 177 3.50" 1.50" su ort 2 -191 lb This truss is desi ned usin the 13 -3 lb 16 21- 4- 0 170 3.50" 1.50" support 21 191 lb ASCE7-10 Wind Speciification9 14 -5 lb 17 22- 8- 0 164 3.50" 1.50" support 22 -280 lb Bldg Enclosed = Yes, 15 -S lb 18 24- 0- 0 158 3.50" 1.50" Not designed for attic storage unless Truss Location Not End Zone 16 -4 lb 19 25- 4- 0 160 3.50" 1.50" noted otherwise. Exp Category C 17 -4 lb 20 26- 8- 0 53 3.50" 1.50" Bldg Length = 48.00 ft, Bldg Width = 32.00 ft 18 -4 lb 21 28- 0- 0 37S 3.50" 1.50" Mean roof height - 12.83 ft, mph = 110 19 -4 lb 22 31-10- 4 290 3.50" 1.SO" Occupancy Category II, Dead Load = 13.2 psf 20 -1 lb MAX DEFLECTION (span) : Designed as Main Wind Force Resisting System 21 -10 lb L/999 MEM 1-2 (LIVE) LC 1 - Low-rise and Components and Cladding 22 -24 lb L= -0 01" D= -0.02" T= -0.02" Tributary Area - 90 sqft CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS .(OUR.) CSI 1-2 -128 1:.:25 / 5 1.60 0.11 2-3 -130 125 / 0 -ll 3-4 -112 1.25 / 0.02 4-5 -115 1.25 / 0.02 5-6 -ll6 1.25 / 4 1.60 0.02 6-7 -117 1.25 / 17 1.60 0.02 7-8 -ll7 1.25 / 29 1.60 0.02 8-9 9n -119 1.25 / -121 1 25 / 42 1.60 0.02 55 1 60 0 02 10-u -103 1:zs / 6z 1:60 0:02 16-0-0 16-0-0 11-12 -115 1.25 / 58 1.60 0.02 12-13 -us 1.2s / 18 1.60 o.oz 1 2 3 4 5 6 7 8 9 1q 121314 15 16 17 18 19 20 21 22 23 13-14 -103 1.25 / 62 1.60 0.02 14-15 -121 1.25 / 55 1.60 0.02 15-16 -119 1.25 / 42 1.60 0.02 4.00 -4.0 16-17 17-18 -1.17 1.25 / -ll7 1.25 / 29 1.60 0.02 17 1.60 0.02 18-19 -ll6 1.25 / 4 1.60 0.02 4X4 19-20 20-21 -ll5 1.25 / -112 1.25 / 0.02 0.02 T 21-22 -130 1.25 / 0.11 22-23 -128<<1.25))/ 5((1.60)) 0.11 C-191(011.125)11 TEN33 24825 25-26 / / (010.60) 0 07 0.06 5-7-13 26-43 / 0.01 44-45 -191(1.25)% 33(1.60) 0:07 3X6 WB COMP. DUR. / TENS.(OUR .) CSI = 2-25 -279 1.25 / 41(1.60) 0.03 0-3-13 3-26 -65 1.25 / 0.01 4-27 -135 1.25 / 1(1.60) 0.02 5-28 -137 1.25 / 0.02 5X6 6-29 7-30 -142 1.25 / -148 1.25 / 0.03 0.03 8-31 -155 1.25 / 0.04 9-32 -164 1.25 / 1.25 / 4(1.60 9(1.60 0.06 0.051 10-33 11-34 -107 -55 1.25)/ 0.03 32-0-0 W 13-35 -551.25 / 0.03 14-36 -1071.25 / 9(1.60) 0.05 24 25 26 27 28 29 30 31 32 3314 3536 37 38 39 40 41 42 43 44 45 15-37 -1641.25 / 4(1.60) 0.06 16-38 -1551.25 / 0.04 17-39 -1481.25 / 0.03 18-40 -1421.25 / 0.03 19-41 -1371.25 / 0.02 TYPICAL PLATE: 1.5X3 OVER CONTINUOUS SUPPORT 20-42 -1351.25 / 1(1.60) 0.02 21-43 -651.25 / 0.01 22-44 -2791.25 / 41(1.60) 0.03 11-34 -551:25 / 0.03 13-35 -5511 .25 / 0.03 All 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. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. - ?-**WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI ' z268�- Homewood •Truss = GA IMP _ _ - .y X*IMP.ORlAN !15 F_FIRNISFITHI8 ORAN!ING TO'ALL CON,TR7ICTORS INCLUDING THE INSTALLERS. z - .Truses rectuire etdremacare in fabricating, handling, shipping, installing and bracing -Refer to,erq fonow ther latest edition of SCSI (Building Componem �Safetytnfomration, bySEl:and WCCA) for safety practices prior to performing Ihese'hnctions.-irstaDers shall provide temporary bracing per SCSI; Unless ry-= :rlated`oMerw4se;.top phbrd.sMI1 twerpropeny attached structural sheathing anQbpaoni,2hord-stRtlhave a properJt'attacnetl- I�`ceding. L:oEations shorn-^--- ;for pennanent-late2l:res"InLot:webs+shall have bracing Irstaeed per SCSI sections 83. 137-or.810. as appticatle Apply estoelace ottnss and": - _ position as sown above and on the Joint Details report, unless noted otherwise - _. _ •�-�t-...- �. Algne,, division:etlTq_Suilding.Components Group Inc., shall not De responside for any deviauan Irom Ihrs d_raviing e0y failure to byild-the truss na„_. _ _ w. conformance w9h ANS[rrPl 1, or nor hanWing. shipping, installation 8 bracing of tn55ea.- AN RW_COMPANrY _ - . - Aseal•onafrisdrawingorcol!eipagelisting this.drawing, Indicates acEeptanceofprofem sonal`.engineering:responsibili'ry - . - 2a2gN_Grear Sw,pxwy_OramtPrainfe-TX.75o50.- : -..:solely-foc thecdesign iihown=and use suitability anuse of this.drawing;for any structure: is_Piwresponsibility of the Building Designer perAnI/TPf i Sec.2 __ -- For more information see this JcVs geneTt notes a and Nae websdes: .- • - TRUSPLUS T6 5.20- �- ALPINE: ww Lffjff eitwcom[TPI: - - www tansCoro- WTCA www sbeiMustrvore� ICC: www Irce.ile.oro.: Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 10 PSF one face, and 24" spanopposite face. Top chord may be notched 1.5 deep x 3.5' at 48" o/c along top edge. DO NOT OVER CUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. I 5-11-11 SHIP = 11 0-3-13 �o>��1� �-x t No. C 72460 8/3/2016 Cust:-OMC DIR:-Dr ve_M_OO70816_L00007_JO0601 WO DriviiL 0070816 1_000 - Dsgnr ;,BW #LC =. 40. WT/PLY. 234 TC Live '20.00-psf LiVeDur L=1.25 P=1 25••_ TC Sriow(Pf)- 0.00:psf. -SnowDur. .L 1:15.W P=1-15 TC Dead 14.06=_psf Rep-Mbr Bnd=_/- Comp` / .Tens BC Live. �' .0.00-.psf- : 1.00. /. 1.00::7=:1:00- . BC - De'a'd 8:00`ps'f. O'.GSpaci'Tig .---2-- `0= 0 - Bldg, -Code:_ .CRC -2013 DEFL RATIO: L/240 TC: L/24 0, (A�,-�l , - ' .11 PROPOSED 3 -CAR GARAGE FOR: 4., LAUGHLIN.and SPENCE. j CZIVILEN(JINEEI;�S&SLYI�.VEYoRS., 'CHUCK .,MAYO':,: O*W U. " 5.1—d (5W) a7l looe bo citA cd�m p5ml '12236'ROBINSON RD.',� -4, A -PN: 2A-190=017