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Home My WebLink AboutB16-1370 041-090-060', Truss Take-off b L Monte Call - 19? Camellia Dr (.530) 87i -4i3' Of f ice Design & Sales Paradise. C A 95969 1;101 877-473]. FAX TRUSS ENGINEERING Miller Shop • / v ,v PERVi 11 T al- _ SERVICES COUNTY DEVELOPMENT DATE r REVONED Ful- NICE 0l E C0 F—W E� j � E 0D / 6/23/2016 MiTek Industries (800) 772 5351 lar►'� }',r. y f�»i., 3'j� I bil'� tJf. .titifi:.!/h�) BUTTE COUNTY .sun �460"_ zoos DEVELOPMENT SERVICES or i r r / or ABOVE PLAN PROVIDED FOR TRUSS _ _ - ISSUE DATE: REFER TO TRUSS ENT ONLY.crn PLACEM CSIJC,�, BUILDEF? Hill & Associates I I CALCULATIONS AND ENGINEERING Robert _ STRUCTURAL DRAWING FOR ALL i 'REVISION -1: � s, �. n PROJE FURTHER INFORMATION. BUILDING ; C``�h� - DESIGNER/ENGINEER OF NETRUSDS GO Miller p _ -- ,REVISION -2: RESPONSIBLE FOR ALL NO _ . ._ -..__ ....... DRAWN BY: PLAN: TO TRUSS CONNECTIONS. BUILDING [???I-- BY: DESIGNER/ENGINEER OF RECORD TO 1 , e" Cow - CHECKED _ _. { 08 N0. - REVIEW AND APPROVE OF I LL _...._ _ _... SCALE:._... I OCATION: NS PRIOR TO CONSTRUCTION.> 8 7:7 4-7 Offi DELIVERY L DESIGNS � �-.---------- - 0 6 2 6 M_ _I L L ER , �1____-_._____ g _. _.._.__._.____--.---------- -- -- -----"'---- __ D HARDWARE. A11 desi ns are null and void if not fabricated by MEEK'S LUMBER AND HA All designs are property of MEEK'S LUMBER AN , -. N Ff. Job 160626MILLER DESIGN ASSISTANCE, NMI Truss QV PARADISE, CA Truss Type GABLE 17-0-0 5.00 12 Qty Ply — 2 � Miller Shop K2105683 "Job Reference�optiona L 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Jun 22 16:34:44 2016 Page 1 ID:mHordE1 ujBf8JnNkUY4tZ5zMEVa-sLvN6UNITeGihEIN?8DY96vj9?Mj?y3xEFZ8cAz3fdv 3x6 = 14 15 16 17 17-0-0 2-0-0 Scale = 1:62.4 LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 10.0 53 52 51 50 49 48 4t ad HD 644 "'1 -f_ 5x8 = WAMP SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012ITP12007 30 LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF No. 1&Btr G CSI. DEFL. TC 0.16 Vert(LL) BC 0.05 Vert(TL) WB 0.06 Horz(TL) (Matrix) 30 in (loc) I/deft L/d -0.02 30 n/r 120 -0.04 30 n/r 120 0.00 29 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 34-0-0. (Ib) - Max Horz 2=87(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 29, 52, 50, 44, 41, 40, 34, 32 Max Grav All reactions 250 1b or less at joint(6) , , 53, 52, 51, 50, 49, 48, 47, 46, 45, 440 41, 40, 39, 38, 37, 3 35 34 , 33, 32, 31 except 2=279(LC 1), 29=275(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES MT20 Weight: 220 Ib GRIP 220/195 FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES - considered for this design. 1)Unbalanced roof live loads have been co p , TCDL-6.0 sf' BCDL=6.Opsf; h=25ft; B=45ft; L=34ft; eave=2ft; Cat. II; 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87m ht exposed ; end vertical left and right exposed; porch left and right Exp B; enclosed; MWFRS (directional); cantilever left and r g exposed;* Lumber DOL=1.60 plate grip DOL=1,60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live tan le 3-6-0 tall by 2-0-0 wide will 7) This truss has b 9 * s as been designed for a live load of 20.0psf on the bottom chord in all areas where a re g 8) This truss h fit between the bottom chord and any other members. or the green lumber members. be29 52,50, 44, 41, 9) A plate rating reduction of 20 /o has been applied b of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 2, , 10) Provide mechanical connection (y others ) 40, 34, 32. �, ludin heels" Member end fixity model was used in the analysis and design of this truss. 11) Semi-rigid pitchbreaks inc g �'.' , ��'<,° e�i�✓�/�%;G%.lL'7//L'l%G%G.GI//.i.G%:%id.::vonaviva.,..,,.,.,.,.,__-.�--- rev. 1010312015 13EFORE USE.and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE �for individual d if build ng component. not , WARNING -Verify design parameters orameters shown, and Oesi n valid for use only with MiTek®connectors. This design is based only upon p Additional temporary and permanent bracing g ner must verify the applicability of design parameters and property incorporate this design into the overall a truss system. Before use, the building desig possible personal injury and property damage. For general guidance regarding the building design. Bracing indicated is to prevent buckling h f individual truss web and/or chord members SI Building Component b 9 f always required for stability and to prevent collapse tr t P Alexandria, 1 Quality erection and bracing of trusses and truss systems, s2ee ANSI/TPI1 Quality Criteria, DS13-t39 and BC fabrication, storage, delivery. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite22314. 0Ii 0 Q�of ESS/0 �<Ile�RRIQ �� S 6332 �' m EXP. 6113012018 OF CAl�1 moon -4 :. MV' MiTeW 250 Klug Circle Corona, CA 92880 June 22,2016 Job Truss Truss Type 60626MILLER A2 Common ----------------- DESIGN ASSISTANCE, PARADISE, CA kelalan ME 5-5-5 11 4-6-0 4x6 = nn12 5 Qty IPlY 34 I Miller Shop K21056841 � _Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Jun 22 16:34:45 2016 Page 1 ID:mHordE1 ujBf8JnNkUY4tZ5zMEVa-LYTmJgOwEyOYJOtaZrkniKSs4PaXkKZ4Tvlh9Xz3fdu 4jE;�@�ic�AEM 6-1-7 2-0-0 Scale = 1:62.4 1.5x4 11 4x8 = 4x6 = 21 6-1-7 Plate Offsets X Y -- 3:0-4-0 0-3-0 17:0=4-0.0-3-01 DEFL. in (loc) I/defl L/d PLATES GRIP SPACING- 2-0-0 CSI. MT20 220/195 LOADING (psfl TC 0.28 Vert(LL) -0.24 11-13 >999 240 TCLL 20.0 Plate Grip DOL 1.15 BC 0.53 Vert(TL) -0.70 11-13 >583 180 Lumber DOL 1.25 Horz(TL) 0 . 15 8 n/a n/a TCDL 11.0 Rep Stress Incr YES WB 0.36 Weight: 164 Ib FT = 20% BCLL 0.0 * Matrix -M) BCDL 10.0 Code IBC2012ITP12007 BRACING- lied or 3-9-9 oc purlins. LUMBER- TOP CHORD Structural wood sheathing directly app TOPCHORD D 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF N0.1 &Btr G be installed during truss erection, in accordance with Stabilizer Installation uid( REACTIONS. (Ib/size) 2=151810-3-8.8=151810-3-8 Max Horz 2=87(LC 7) Max Uplift2=-224(LC 8), 8=-224(LC 8) omp./Max. Ten. - All forces 250 (lb) or less except when FORCES. (lb) - Max. C5-6=-2320/391,6-7=-2328/343, TOPCHORD HORD 2-3=-2887/390, 3-4=-2328/343, 4-5=-2320/391, 7-8=-2887/390 3-14=-29212599, 13-21=-113/1602, 21-22=-1 13/1602, 12-22=-113/160 , BOT CHORD 2-14---29312602, 13-14=-2 11-12-113/1602, 10-11=-292/2599, 8-10=-29312602 WEBS 5-11 1 -- _- 56/904 6-11=-371172, 7-11=-577/104, 5-13=-156/904, 4-13- 371172, 3-13=-577/104 NOTES- L=34ft eave=oft; Cat. II; Unbalanced roof live loads have been considered for this design. h-25ft� B-45ft; ht 1) U BCDL=6.Opsf; - =34left and rig Vult=110mph (3 -second gust) Vasd-87mph; TCDL=6. eP end vertical left and right exposed; porch 2) Wind: ASCE 7-10; enclosed; MWFRS (directional); cantilever left and right exposed , Exp 6, enc , exposed; Lumber DOL=1.60 plate grip DOL=1.60an le 3-6-0 tall by 2 3) This truss has been designed fora 10.0 p sf bottom chord live load nonconcurrent with any other livelo-0-0 wide will ads. 4) � This truss has been desig ned for a live load of 20.Opsf on the bottom chord in all areas where a re e bottom chord and any other members, with BCDL = 10.Opsf.bers. 5) A plate rating reduct- 24 fit between th o lied for the green lumber mem e ca able of withstanding 100 Ib uplift at joint(s) except (jt - Ib) 2 2 , ion of 20 /o has been app 6) Provide mechanical connection (by others) of truss to bearing plat p the analysis and design of this truss. 8=224• Member end fixity model was used in 7) "Semi-rigid pitchbreaks including heels" ro / Lrsv i r S ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.747re building component, not parameters and READ NOTE on urometers shown, and is for an individual WARNING -Verify design p incorporate this design into the overall Design valid for use only with MiTek@ connectors. This design is based only of design parameters and properly g s web and/or chord members only. Additional temporary and permanent bracing a truss system. Before use, the building designer must verify the applicability gracfn indicated is to prevent buckling of individual truss and BCSI Building Component 9 possible personal injury and property damage. For general guidance regarding the building design. revent collapse with po is v- ways required for stability and top 1 Alexandria, VA 22314. rection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, pS6-8 fr,hricnt��n. storage, delivery. e 918 N. Lee Street. Suite 3 2 Safety information availaoie irum v I� 0 Q�QFESS10�� UJ S 6332 rn . UP. 613012018 *. T %_ F Cp,6 250 Klug Circle Corona, CA 92880 June 22,2016 CQ.M-u�'�- Compression web bra ' - p LjS.. �I�C., a� A cin9 shown on CompuTrus designs is to resist b ►ernate method to brace the 2x4 bracing shown on a single me rnb ucis-i s of those webs. An er truss is to attach i " bracing. Custom Softv%are i=ngineering Manufacturing Tbracing is a 2x member placed flat on the web as shown in the figures. AWA FLE N:O: Lateral8tace Detail DA07123/08 SCQ: 27871671 113C 2000 /CSC <007 Resfrai nt required a t • . - 1-2x4 Brace Required See appropriate CornpuTrus Bn ineerin °r 3-2x4 Braces Sfio�rn g 9 See appropriate CornpuTrus Eng-ineen n• g 2x4 T Brace 2x5 T Brace 1-7f *2x4 T Brace �/1 / . . Lb 4 Web. J The T brace must be at ;=east- 80°Io of the wed len gth and • �s attached with 1 O nails at6"o.C. throvgho, ut. • Typical at tnssses 24'o.c: o nly. If a 2x4 or 2xs web requires a single brace. a 2x4 T bra - 2 or3 braces, a single may be substituted, if a 2x4 or 2xS web requires 9 2x6 Tb -race ora 2x4 T b race attached to the - • substituted. The T brace(s) must be of equal or better material th top -and bottom of the Web may be an the web. Trusses at 24'6.c, typical Brace must be 80°;0�nf Lateral Erace - th S. ung. [Aft 1 STANDARD.-OAE3LE.END. DETAIL 12 VARIC5 MATCH COM. TRll55 11 T It x 5PA 2' MAX EAVE N/ X10.2 OR 3TR 4x2* OUTLOOKER5 52" O.G., ISO NOT OVER GUT TOS' CORD ®' oUTL OOKER NOTCHES. 51 MF50N, A54 OR EOUIVALENT ii LEDGER .ii MINIMUM GRADE � GORDS .PEND STUDS PER TRU55 [DESIGN. II 1�1�1 1 1 1 l!L*5*4%,M%.•.•!.•__•.•.•=i.�_ CONTIN06 TO -MATCH 60MMON 4-10d NAILS MIN. :2-10d - - ••D SHEATHINO TO 7� :2X4 5TPG I : • ==A f 2X4 BLOCK 2X4 STUD OR BTR SHALL BE PROVIDED AT EAGH END OF BRACE. s GONNEGT AT END 1^l/ ' STRONOBAGK --r 4-(od NAILS, MAX LEN&rH LEDGER / 15 'T' -O" 5TANDARD TRU55E5 GAEND SPaGE JDLE� 24" O.G. 5IMP50N A54 OR -ESsr� EQUIVALENT co to 2x GONTINOUS Bf�GKING ¢ oss � �3 24" O.G. MIN. � GABLE TRU55 TO EXP. 06r30i14 5Aor,INO $ E3A0KlN(5 TOCIVI TOP PLATE. OF cA0F� � dOTES: �IL ;4 ). 2X4 N0.2 OR BTR FOR LEDGER AND STRONGBAGK NAILED TOGETHER W/ IOd NAILS D 6" O.(f/. 2). 2X4 LEDGER NAILED TO EACH STUD WITH 3-IOd NAILS. �). 2X4 STRONGBAGK TO BE GONNEGTED TO EACH (ERT. STUD Yui/ 2-I0d TOE NAILS. �). THE IOd NAILS SPECIFIED FOR LEDGER AND STRONGBAGK ARE IOd BOX NAILS O.I 31 "D I AX3.0 "LG) 'MIS DETAIL 15 APPLICABLE TO STRUCTURAL GABLE .END. IF THE FOLLOWING (SONCDITIONS ,ARE �ET: ). THE HORIZONTAL TIE MEMBER AT THE VERT OPENING SHALE BE BRACED o 4'-0" MAX FOR 85 -iPH EXP. G WIND LOADING. 2). MAX MEAN ROOF HEIGHT 15 45'. 3). MAX ROOF LIVE L-oA0 TO BGINEER F THERE ARE ANY QUE5T10N5, E .40 POUN[,�5 PER 5OUARE FOOT@ 4). PLEASE CONTACT TRUSS M)nr=c,lrN NST VALID IF LOCATED ON AN ISOLATEID'HILL, RIDGE OR- TH�SGARPMENT. e I CLIENT: PROJECT: PROJECT LOCATION: JOB NUMBER: f -c STRUCTURAL C/0-kLCULATIONS John and Brandy Miller Shop 3985 Old Stage Road Oroville, CA 235'1 DATE: 08/25/16 Q�pFESS/ p�, �,� RICHF��I<� � 535 m OF CALF SEAL APPLIES TO SHEETS 1 THRU tj_ LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D WIND SPEED V (3 SECOND GUST): 110 mph WIND EXPOSURE: C SOIL BEARING: 1508 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEr&ENTS DESIGNED IN THESE CALCULATIONS ? No OC -1 20 ?Oi6 DOTES: Ell ry'"p gpr1. Streamline En ineerin is not res onsible for the these calculations unless this cover sheet is f`{ti'� Engineering p stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural pians, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. TRUSS STATEMENT: 121 has reviewed the trusses submitted b P(577 r y_ and dated �J" 116 for this project. The review was provided to insure that the truss designer used the proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for the design and bracing of the trusses. All truss to truss connections are designed by the truss mfg. PERMIT BUTTE COUNTY DEVELOPMENT SERVICES Page I REVIEWED FOS CODE COMPLIANCE 60 Independence Circle, Ste. 201 Chico, CA 95973 ° 530) 892-1100 Fax: 892-1115D TEB Yr- - Ir GRAVITY LOADS: ROOF: PITCH: DEAD LOAD: COMPOSTITION SHINGLES 1/2" OSB OR PLYWOOD FRAMING R-38 INSULATION (OPTIONAL) 518" GYPSUM WALLBOARD MISCELLANEOUS c ^ L- C 1111. 5 :12 3.5 PSF 1.5 PSF 3.5 PSF 2.5 PSF 3.2 PSF 0.7 PSF DEAD LOAD 14.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1 PSF TOTAL DESIGN DEAD LOAD 16.0 PSF BY: JMR DATE: 8/25120/6 JOB NO: 2351 PAGE: 2 LIVE LOAD PER TABLE 4-7 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo RjR2 WHERE 12 PSF < Lr < 20 PSF LATERAL LOADS: Lr =REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE_ LOAD (BASED ON PITCH) TOTAL LOAD 19.0 PSF 35.0 PSF WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW GENERAL MOTES: 1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner 1 contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115 I V S-50mll E emir,I I I;_ . BY: J 11 �-' DATE: � I I (p JOS NO: PAGE '�,� OF • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 • I .� Date: Fri1 r1l Job No. age �.Of SHEAR 11VALL SCHEDULE S H EAR WALL A g IC---- -- D I E F G SEISMIC SHEAR (PLF)260 350 490 640 730 760 980 WIND SHEAR LPLF) 335 485 600 S20 934 975 1260 3/8" PLYWOOD' 92 CDx CDx CDx CDx sTRuc. I cDx cDx OR EXT. RATED OSB ONE SIDE ONE SIDE ONE SIDE ONE SIDE ONE SIDE TWO SIDES TWO SIDE EDGE NAILING 3 8d @ 611 8d @ 411 @ 311 8d @ 211 8d 3 8d�a2" 8d@4 311 FIELD NAILING. 8d @ 12" 8d @ 12" 8d @ 12" 8d 12" 8d " STUD @ @ 12 8d @ 12 8d @ 12 SIZE AT VERTICAL 2 x 2 - 2x studs nailed together w/ 2 rows 16d sink. " PLYWOOD JOINT9 nk. At 12 o.c. for STUD full hei ht of studs(4x_post ma be used in lace of 2 - 2FOUNDATION S1LL 1 1/211 f1x) 1 112 1 1 /2 21/2 21/2 21/2 21/2 PLATE THICKNESS CLIP, BLOCK4 LS70 @ LS70 @ LS70 LS70 LS7 ,� @ @ 0 @ LS70 �a7 LS70 @ TO PLATE 24 o.c. 20 o.c. 16" O.c. 12" O.C. 10" o.c. 10" O.C. c. 8 O.C. 5/8" A.B. SPACING 5 48" o. c. 34" 0-c- 13" o.c. 24" o.c.2 " 2 O.C. 21 itO.C. 1611O.C. 1/2" A.B. SPACING 5 34" o.c. 23" o.c. 9" O.C. 16" o.c. F-15" 0.c. 14" o.c. -Jilla. c. NOTES: 1. Over Douglas -Fir studs ac 16" O.C. 2. All panel edges backed with 2 -inch nominal or wider framing u.o.n. 3. If machine nails are used, then nails with partial heads are not permitted. 4. Simpson manufactured " p clips at 24 o.c. for entire balance of wall line. "Block" may be truss chord or rafter per detail. 5. Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer. DESIGN' VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR IWALL A B C D E F G SEISMIC SHEAR !PI Fl 99n n �,,,, ___ __ WIND SHEAR (PLF) 2X SILL SCREW INTO 333 SDS 1/4" 472 SDS 1/4" 490 600 SDS 1/4" 640 820 SDS 1/411 730 034 SDS 1/4" 760 980 975 SDS 1/419SDS 1260 1/411 BLOCK OR RIM JST. SILL SCREW CAP CAPACITY �� @ 20 O.C. 336 �� @ 14110.2J. ,� @ 11 O.C. @ 811 O.C. @ 7" O.C." @ 6 o.c. @ 5 o.c. �� 480 611 840 960 1120 1344 5/8 A.B. CAPACITY 344 486 635 856 934 978 1284 WMMMM�1/2" A.B. CAPACITY 333 1 493 629 876 934 1001 0 1274 NOTES. Simpson SDS 1/4 x 6" Wood Screwser Simpson with 1 P R .6 increase for Cd Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2" wood = 560 # / screw 2. Design capacity of bolts per Table I 1E of the 2012 NDS with Cd = 1.6 per Ta „ p Table 2.3.2. Capacity of 1/2 Anchor Bolt in 2x sill = 1.6 *590# = 944# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *730# = 1168# / Bolt Capacity of 5/8" Anchor Bolt in 2x sill = 1.6 *860# = 1376# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill = 1.6 *1070# = 1712# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 354 pif < 600 Dif 60 Independence Circle, Ste. 201 a Chico, CA 95973 't (530) 892-1100 6 Fax: 892-1115 i Project: Prepared by: Jeff Richelieu Softivare licensed to: Streamline Engineering, Inc. Phone: 530-892-1100 Email: jeffstreamline@sbcglobal.net I F1, T) U t SeeASCE 7-10 Section 26.3 for symbol definitions V=110 mph Exposure Category C h=18ft L=74 ft B = 3 8 ft Gable Roof: Pitch = 5:12 This is a valid Class 1 building Rlain Wind -Force esistin System ASCE 7-10 Directional Procedure, AflFFRS - Chapter 27, Part 2 ~ This procedure applies to wind loads of enclosed simple diaphragm huildin g s, as defined in Section 26.2 f 4/24/2016 Wind ,Simple Pfei•sion 1.0. o Topographic Factor Specify KZt directly Kzt for walls = 1.20 Kzt for roof = 1.20 1WIWFRS Wall Pressures (psi) Wall Total Windward Leeward Side Internal Ph 27.0 24.5 -12.5 -22.1 +1-5.0 PO 26.7 24.3 MWFRS Roof Pressures (psf) Zone 1 2, 3 4 5 Load Case 1 -19.1 -19.2 -29.5 -26.3 -21.6 Load Case 2 11.0 -9.2 0.0 0.0 0.0 MWFRS Roof Overhane Pressures povh @ Zone 1 = 14.3 psf povh @ Zone 3 = 22.1 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures C&C Roof Overhang Pressures (psf) "!. P ovh p s Effective Zone 2 Zone 3 @ �� @Zone 4 @ Zone 5 Wind Area (s#) Load Load Load Load Load Load Load Load Case 1 Case 2 Case 1 Case 2 Case 1 Case 2 Case 1 Case 2 10 -55.1 18.9 -95.4 21.7 -35.6 32.8 -55.1 30.0 500 -55.1 18.9 -85.8 19.5 -28.5 23.0 -33.1 21.0 T, S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page 1. of 1 -%vwNv.skghoshassociates.com BY: MR DATE: JOB NO: PAGE: 4/24/2016 2357 WIND DESIGN PRESSURE OR" PROJECTED AREA PER ASCE 7-10 LOAD CASE 1 ZONE I WIND PRESSURE PERPENDICULAR TO SURFACE ROOF PITCH WIND PRESSURE ON PROJECTED AREA OF ROOF LOAD CASE I ZONE 2 WIND PRESSURE PERPENDICULAR TO SURFACE ROOF PITCH WIND PRESSURE ON PROJECTED AREA OF ROOF NET PRESSURE ON PROJECTED AREA LOAD CASE 2 ZONE 'I WIND PRESSURE PERPENDICULAR TO SURFACE ROOF PITCH MND PRESSURE ON PROJECTED AREA OF ROOF LOAD CASE 2 ZONE 2 WfIND PRESSURE PERPENDICULAR TO SURFACE ROOF PITCH WIND PRESSURE ON PROJECTED AREA OF ROOF NET PRESSURE ON PROJECTED AREA 60 Independence Circle, Ste. 201 0 Chico, CA 95973 -19.1 PSF 5 :12 -7.35 PSF -19.2 IPSF 0.0 PSF :12 PSF ANGLE = 22.60 ANGLE = 22.6 ° USE 8.00 PSF PER 27.1.5 'i 1PSF :'12 PS F PSF 5 23 9.2 -I 5 :12 PSF ANGLE = 22.60 ANGLE = 22.6 ° 7.8 PSF I USE 8.00 PSF PER 27.7.5 0 (530) 892-1100 10 Fax: 892-1115 c Design Maps Summary Report of 2 http://ehp2-earthquake.wr.usgs.gov/designm aps/us/summary.php?temp... 4-1- e12- -.5 C� e:7,. Design PrLaps Summary User --Specified Input Report `rine John Miller Sun April 24, 2016 17:39:02 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.693010N, 121.63991°W Site Soil Classification Site Class D - "Stiff Soil" USGS-Provided Output SS = 0.622 g S,. = 0.265 g SMS = 0.810 g SM, = 0.496 g SDS = 0.540 g Sol = 0.331 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. 0-90 0.f1 0.7 -41 0.03 0.54 tM � 0.45 V) 0.36 0.27 0.1 s 0.09 MCER Response Spectrum 0.00 0.00 0.20 0.40 0.60 O.RO 1.00 1.20 1.40 1.60 1.80 2.04 Period, T (sec) 0.54 0..40 0.42 0.36 tM 0.30 t"S Vj 0.24 0.18 0.12 O.Oa Design Response Spectrum 0.00 0.00 0.20 0.40 O.GO 0.20 1.00 1.24 1.40 1.60 LCC 2.00 Period, T (sec) For PGAM, TL, CRS, and CRI values, please view the detailed report. 4/24/2016 10:39 AM Risk Category I/IIJIII l i , :4 ! t 7.1 22 j r• . Bpi �' I. •. .• _ _ , USGS-Provided Output SS = 0.622 g S,. = 0.265 g SMS = 0.810 g SM, = 0.496 g SDS = 0.540 g Sol = 0.331 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. 0-90 0.f1 0.7 -41 0.03 0.54 tM � 0.45 V) 0.36 0.27 0.1 s 0.09 MCER Response Spectrum 0.00 0.00 0.20 0.40 0.60 O.RO 1.00 1.20 1.40 1.60 1.80 2.04 Period, T (sec) 0.54 0..40 0.42 0.36 tM 0.30 t"S Vj 0.24 0.18 0.12 O.Oa Design Response Spectrum 0.00 0.00 0.20 0.40 O.GO 0.20 1.00 1.24 1.40 1.60 LCC 2.00 Period, T (sec) For PGAM, TL, CRS, and CRI values, please view the detailed report. 4/24/2016 10:39 AM i x vP� 0 V---% 7 -3 0 ") , o c" c, V- 0 / ol BY: DATE: JOB NO: PAGE � OF 0 o 2.0 --Z�� 00'0' PZ 7 L I �j E� 'ez 3 14 L�ll lf� e:011 0 ZLj - r Ind KIS LJ5 5 l 1-0 K r --r r0 > 40 a _ IJ o - 60 INDEPENDENCE CIRCLE, SUITE 201 - CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 - FAX: (530) 892-1115 1112 v -&' I /--� 0 r m r1l BY: J i-1 DATE.- JOB ATE: JOB NO: 2 - PAGE PAGE I () OF AN Ce� E ^ 0 z 1 1`7 t� Z -'- 39� d 5 C07 � al GI-'o TZ,t7 E I � (� 62,2 `7 r i Cj0 Z? oo 1.,Jo �r� W = 2 C4-4� o L,S�I ST C�22�- �� ion r SPIiL� • 60 INDEPENDENCE CIRCLE, SUITE 201 - CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 - FAX: (530) 892-1115 - Streamline Engineering 60 Independence Circle, Ste. 201 Chico, CA 95973 and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Descdption IrVood Beam Design BM 1 -BEAM Size Wood Species: Fb - Tension Fb - Compr Project Title: John I'Aller Engineer: JMR Project Descr: Project ID: 2351 rte., Rinted:25APR 2016.101M, File = Z; ProJects1235180-112351BE--1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.4.15, Ver:6.16.4.15 A Calculations per NDS 20129 IBC 2012, CBC 2013, ASCE 7-10 668, Sawn, Fully Unbraced ~- Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade: No.2 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0160, Lr = 0.0190 k/ft, Trib=19.0 ft Design Summary Max fb/Fb Ratio = 0.737; 1 fb : Actual : 828.33 psi at 3.250 ft in Span 111 Fb: Allowable: 1,123.19 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.288: 1 fv : Actual : 64.78 psi at 0.000 ft in Span :# 1 Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr S W E Left Support 1.02 1.17 Right Support 1.02 1.17 Wood Borm Design : BM 2 Maxim ec ions ----- __ H Downward L+Lr+S Upward L+Lr+S Live Load Deft Ratio 0.047 in 0.000 in 1655 >360 Downward Total Upward Total Total Defl Ratio 0.088 in 0.000 in 886 >180 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-'10 _ ---BEAM Size : U10, Sawn, 'Fully Unbraced _ __. ._.__ tl 1 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending 0.088 in 0.000 in 886 >180 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-'10 _ ---BEAM Size : U10, Sawn, 'Fully Unbraced _ __. ._.__ _ _. Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.0190 k/fit, Tdb= 3.0 ft Design Summary Max fb/Fb Ratio = 0.396; 1 D(0.0480) Lr(0.0570) fb : Actual: 443.43 psi at 7.250 ft in Span # 1 Fb: Allowable: 11119.60 psi Load Comb: +D+Lr+H ' Max fv/FvRatio = 0.096: 1 '' fv : Actual: 21.63 psi at 13.727 ft in Span # 1 ��.5o R. sx�o Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H - Max Deflec ons Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.091 in Downward Total 0.185 in Left Support 0.43 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 0.41 Live Load Defl Ratio 1919 >360 Total Defl Ratio 940 >180 Lij rN/ Far"o, 01 0 0 DRAM4 atcKo 3 DA 5 I6 ScAf AS NOTEP —AP# 041-090-060 9Ur A I OF 5f�T5 F� U E i 20j( t UREAU VERT o 4 N.A. 75 QZ:) G� U ---t DRAM4 atcKo 3 DA 5 I6 ScAf AS NOTEP —AP# 041-090-060 9Ur A I OF 5f�T5 F� U E i 20j( t UREAU VERT o 4 N.A. 1 FOUNPATION PLAN ROOF ( 2-8 Anchor bolts are to be a minimum of 1/2" 0 with 7" minimum embedment into concrete and spaced at 6' o.c. maximum U.O.N. Anchor bolts shall be placed 7—bolt diameters min./12" max. from; each end of sill plate with a minimum of two anchor bolts per sill A( plate. All anchor bolts shall have 3"x 3"x .229" thick washers refer to "Shear Wall" schedule for additional anchor bolt requirements. Al 2-9 For retrofit anchor bolts install TITEN HD (15y Simpson) 1/2" 0 w/ 3-1/4" min. embedment or 5/8" 0 W/ 3-3/4" embedment. Install per manufacturers recommendations. Direct T:1 replacement with washer per typical anchor bolt. EXT-ERIOR TYP MTERIOR 5 cm. A. _ NT ' 5/5" TFifC T+ I��pP � YrvEty � WE(fER FW&T 6 I 2x6 5TUD5 @ 16'"OG �g THK �pOF 6 (T -(P.) 51 am WALL PP.). A INUIOR EXTERIOR �f�ADIA9F P�TIOIJAL) 09 1 1 -PAPER AZ 5 24"060@"ORbG CLIPS A.ll rr-) 5[5" TM T-1--1 Wfbd @ 6"'0GA 6ALV EXTER PLYWD. �TYP.)1 ATE Al A2 = FLA GS TYP 5� 5EE NOTE (2 8) _ FROM 51Hr (51) ABOVE " Zx6 5TUD5 @ V"06 5EE NOPE (2-9) FROM 511T (51) ADNE GRADE SEE NOTE (2=5) rM.t StfT (So A$OVE 58 611- NOTE (1-9) FROM 9 -IT (51) AP�OVE. Sl GRADE ?A _ — I I ; I -- j ► NUIOR ExTERIOR N ID(15TMG G�IJ(.RETT= FGUNDATION 5 S THK T-1- - W 4)- #4 HORIZ09-I & GONEINOU` ! II 2( j TLDS @ I6"OG E�. PLYWD. &YF-) L I I I ) I( WnILMG 5d @ 6/1Z�5 II Ii I _ -1II III _!II III I A�ND��W III !II III I I 1) 4 2' 9" 4 2" 4 V T 4 K .. i EXI TINO FOOTINO— FRONT EX-FERIOR ELEV EX6TINO FOOTINO— T-T-11 SLING LLNE5 @ 5 OG) TYPICAL SAVE 0 DETAIL NEW COMP051'TION ROOF .. - F E;r'iE INTO F02 COQE COMPLIANCE OCT 2 0 2016 i HUREAU VERITAS NORTH ALIERICA, INC. NaTt Eff 61PE'EXFER10F\ FLEVAPON „ ➢.\ W r>�5) SIMPSON r 224 15-0" N1�L TFAMUS Tt115 6036 tIOR 5L 6036 Holz 6036 tHOR CONTROL TO TUZN aF FIXTUZE DURMG 4 6FGI9 6x5 DF 2 6FGI '' 6F 61 � 6x5 DF 6FGI 9 6FGI R 6x5 DF DAYTIME MIN. H MIN. tDR _ MM. tiG1Z ELECTRICAL NOTES. MAIN 6FGI U' EXTERIOR L G: b a 'Eu! #I) HIGH EFFFIXTLRE OR LOW 2) TUCf Al . EFFIGENGY FIXTI)E GONTRGLLED ELECTRICAL NOTE: ALL ELEG: AZ p�Y A MANUEL ON OFF SWITCH, A WIRING TO M EMT OR MOTION 5EN50R HAVM6 AN �� FLD(If�LE T. OVERVE OR PYPA55 SWITCH THAT SDION 6B46tT. ANP THEMAOfPWTOGONfROL W I IIT HOME 6HOP, SWI�� A�-0_ � � , � � FOR , ' ' 6FGI (r-dll PLATE (UNFINI51$D KUM) b #Z) AL1 RE( EF'fM5 WITFIM THE GARAGE 91ALL 6E 6FIG PROTECTED. (2013 GEG 6/NfR011EP f3Y A AZ ART. 210$ §1). ((NN00� �EXCEPTIONS FOR �VAGANGY BU ECOUNFOR DEDICACRCUTT5,) . 6FGI - _ , / �F I' b ' O 6x5 DF 6x5 DF Z \ � ' � _ _-- � 6x5 DF �' GFGI� MIN- HD GFGI� CGI MIN- 6FG1g 6FGl & MM. 6036 HOR 6L Q 6036 tiG7R 5LTTWIT NOTE: Al EXTERIOR WIDOW STITIMP50N5T 21sT STEP @ D ' � OF ONE T TOPERMPANE TO ALL L �I�ItMtC IDES II tr�ll5 5AT15FY WU.1155 W5 (n'P) 0 T DEVELOPMENT SERVICES 'WED FOR JMPLIANCE BY 2350 SBFT. TOFAL U aVlTIONED AREA Q#1) ALL WORK TO M IN AaORPA Z WITH THE 2013 CALIFORNIA MUM GORE (( f5G), 2013 CALIFORNIA RE5IDEWIAL CODE (GRG), 2013 CALIFORNIA W -(J 1ANIGAL GORE (CMG, 91EAR WTL5/INDIGAT0R5 Al THE SATE Of CA-FOORNIA AND LOCAL' WP IMTRI6,AL COPE GTII0N.) WP 6A- OPNIA FFE 743 GGODE (CFC), 20I3GGALIFORNIA W N I UILDIN61 55TNAWARD5 CaE (6W) AS �� $Y I) FOR GONSTRUGTIaN NOTES SEE sf MT (SI) 2) FOR 9fAR WALL AND HUOWN INFO #ZL _THE CONTRACTOR 5HAL1 VER IMENSIONS AND 5fT` CONDITIONS AND ALSO TAKE RESP F THEIR CORRELATION WITH THE DRANVIW!5 5f 1EET 51 111t DRAWMC� REPRESENT LAY 5 AND GONFI6UAT AND UN E55 NOTED OTt1ERW , Tif DRAW "5 DO NOT REPRESENT . Tlf METti(A OF GON15TR1 TION. GENERAL CONDITIONS: 1-1 All work shall be in conformance with the 2013 CBC and applicable Municipal, State, Federal, and OSHA Safety regulations. 1-2 The drawings represent the finished structure. The Builder is responsible for the methods of construction including forming, shoring, bracing, etc. The Builder shall provide all measures necessary to protect people and property during construction. 1-3 The Builder is responsible for obtaining all necessary approvals and permits from all governing agencies. All work is subject to Building Department field inspector's approval. If a certificate of occupancy is not obtained by the owner for this project, then the engineer assumes no liability for this structure. 1-4 The Builder shall verify all dimensions, details and job site conditions prior to commencing work and notify the Engineer in writing of any discrepancies before purchasing materials or scheduling labor. 1=5 Should any changes be made from the design as specified in these drawings without written approval from the Engineer, then the Engineer will assume no responsibility for any element of the structure. 1-6 Additional plans that may be included with this plan set (site plan, electrical, plumbing, HVAC) are by others. The builder is responsible for coordinating and ensuring accuracy of plans by others. 1-7 The Builder is responsible for preventing water infiltration into the building through the roof, walls, or floor. The owner is responsible for maintaining all systems designed to prevent moisture from entering the building. The Builder is also responsible for preventing water condensation inside the building cavities including but not limited to the roof, walls, and floors. 1-8 The builder or owner shah determine if the structure is in a flood plain & notify the engineer in writing if it is. The structure is not designed to resist the effects of flooding. 1-9 If certain features of the structure are not fully shown or detailed on the plans, their construction shall be of similar character to conditions shown on the plans 1-10 - All sheets that contain engineering requirements included in this plan set must be wet signed and stamped by the engineer to be valid. 1-11 Any conditions noted as existing must be field verified by the contractor and any discrepancies must be brought to the attention of the engineer prior to continuing with construction. FOUNDATION / SITE WORK: 2-1 The Builder is responsible for locating all buried objects that may be encountered but that are not shown on these plans. The foundation is designed to be placed on a level pad on undisturbed and non -expansive soil. The Builder shall notify the Engineer in writing if any unusual soil conditions such as organic soils, clay, or uncertified fills are found at the site. The engineer has not made a geotechnical review of the site u.o.n.. 2-2 All excavations shall be inspected and approved by the Building Official before concrete is poured. Engineered fill may be used as existing grade provided compaction tests are presented to the Engineer indicating a minimum compaction of 90% relative compaction per ASTM D 1557. Fill material shall be free from debris, vegetation, and other foreign substances. All excavations, grading and fills shall conform with 2013 CBC 1804. Footings shall extend into firm native soil with a footing depth below frostline 12" min. U.O.N. 2-3 The owner is responsible for providing geo-technical report to builder and engineer if one exists. 2-4 The bottom of all footings shall be clean and level. 2-5 Builder is responsible for providing drainage behind all retaining walls such that water can not accumulate behind walls. A minimum of 4" diameter perforated pipe sloped to daylight shall be used U.O.N. on plans. The builder is responsible for providing waterproofing and dampproofing for all walls per 2013 CBC 1805. 2-6 All finished grade shall slope at a minimum slope of 2% away from all foundations a minimum of 10 feet. 2-7 The builder shall be responsible for locating and securing in place all anchor bolts, holdown anchors, post bases, plumbing and other embeded objects prior to placement of concrete. 2-8 Anchor bolts are to be a minimum of 1/2" 0 with 7" minimum embedment into concrete and spaced at 6' o.c. maximum U.O.N. Anchor bolts shall be placed 7 -bolt diameters min./12" max. from each end of sill plate with a minimum of two anchor bolts per sill plate. All anchor bolts shall have 3"x 3"x .229" thick washers refer to "Shear Wall" schedule for additional anchor bolt requirements. 2-9 For retrofit anchor bolts install TITEN HD (by Simpson) 1/2" 0 w/ 3-1/4" min. embedment or 5/8" 0 W/ 3-3/4" embedment. Install per manufacturer's recommendations. Direct 1:1 replacement with washer per typical anchor bolt. 2-10 Foundations supporting wood shall extend at least 8 inches above the adjacent finished grade. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts that they support are of approved wood of natural resistance to decay or treated wood is used. 2=11 Footings placed on or adjacent to slopes must comply with figure 1808.7.1 of the 2013 CBC. A geotechnical engineer must approve footing placements in violation of this figure. This engineer shall not be liable for any foundation placed in violation of this section. CONCRETE: 3-1 All concrete shall have a minimum f'c = 2,500 psi after 28 days curing unless otherwise noted. - 3-2 Materials used to produce concrete, concrete itself and testing shall comply with applicable standards listed in ACI 318. Aggregate size shall be a maximum of 1-1/2" in foundations and 3/4" at all other locations. 3-3 Curing compound shall be sprayed on all exposed surfaces immediately after final troweling. 3-4 All cement used shall conform to ASTM C-150-04 and shall be Type II or Type III low alkali. 3-5 Concrete exposed to freezing or thawing shall be protected in accordance to the latest edition of the ACI code and CBC Section 1904. 3-6 Vibrate concrete around all bolts, rebar and surfaces. Construction joints shall be clean and wet prior to pouring concrete. 3-7 All projecting comers of slabs, beams, columns, etc. shall be formed with a 3/4" chamfer, unless specifically noted otherwise. 3-8 Calcium chloride admixtures or chloride -based admixtures shall not be used. REINFORCING STEEL IN CONCRETE: FRAMING/LUMBER: 6-1 All wood in contact with concrete shall be pressure treated Hem Fir or Douglas Fir at the builders option U.O.N. 6-2 Lag screws shall be screwed, not driven, into pre -drilled holes of 2/3 the shank diameter. 6-3 Holes for bolts shall be bored with a bit 1/32" to 1/16" larger than the nominal bolt diameter. 6-4 Structural members shall not be cut for pipes, etc. unless specifically noted or detailed. Where top or sole plates are cut for pipes, a i metal tie 0.058" min. thick and 1 1/2" wide shall be fastened across and to each side of the opening with not less than 6-16d nails per the 2013 CBC 2308.9.8. 6-5 All framing anchors, clips, straps, hangers, holdowns, etc., shall be manufactured by Simpson Strong -Tie Company U.O.N. and installed per manufacturer's recommendations. 6-6 U.O.N. framing shall be connected per nailing schedule per Table 2304.9.1 of the 2013 CBC - 6 -7 Where exposed to weather, nails shall be galvanized. 6-8 Where in contact with pressure treated wood,' all metal connectors shall be type 304 stainless steel or hot -dip galvanized steel meeting ASTM Al 53-03. 6-9 2x solid blocking shall be provided over all bearing walls, shearwalls, or other supports. Where manufactured "I" joists are specified, blocking requirements listed .herein ore to be considered minimums and shall be increased as per manufacturer's recommendations. 6-10 Splices and joints in double top plate of stud bearing wall shall occur at the center line of supporting stud. 6-11 All studs to have double top plates of the same dimension as the studs. Top plate splices of stud walls shall use 8-16d sinkers at all top plate splices u.n.o. 6-12 Fire block wood studs at mid -height where stud length is over 10' -0". 6-13 Carry all upper level posts into lower levels and provide solid blocking under ail posts in floors or continue post. 6-14 Where (2) or more trimmers occur, use solid blocking at the floor level continuous to the foundation. 6-15 All structural lumber shall be Douglas Fir Larch as graded by the W.W.P.A. or W.C.L.I.B. and shall have a moisture content less :than 199 and be of the following grades unless otherwise noted: 2 x 4 studs . . . . . . . . . . . . . . . .. . . . . . . . Standard and Better 2x & 4x Structural Light Framing . . . . . . . . . . . #2 Grade 2x & 4x Joists and Rafters . . . . . .. . . . . . . . #2 Grade 4x & 6x Beams and Posts . . . . . . .. . . . . #1 Grade Roof Sheathing (over supports spaced at 24" o.c. maximum): •Supporting composition or metal roofing: Use 1/2" APA rated exterior 32/16 *Ali sheathing with face grain perpendicular to framing, stagger panels and nal with 8d at &"/12" o.c. U.O.N. • Woll Sheathing: See plans where occurs 6-16 Roof rafters shall be sized per 2013 CBC Tables U.O.N. 6-17 The builder shall take all measures necessary to protect framing from the effects of shrinkage. The Engineer shall not be responsible for damage to framing members or finishes due to the effects of shrinkage. All new framing lumber shall have 19% maximum moisture content at time of installation. 6-19 Plywood sheathing shall conform to PS 1-95. U.O.N. roof sheathing shall be CDX APA rated or OSB equivalent.. Apply face grain perpendicular to framing and stagger panels u.o.n. Edge nail at gable end trusses, drag trusses, freize blocking, and all supported edges. 6-20 Where a wall is labeled as a shearwall, such wall shall be continuously shear paneled and nailed as required per schedule from the roof plywood to foundation sill plate. Where a floor or other element disrupts the continuous paneling, special detailing is required. Where special detailing is not provided, connections shall be requested by builder. 6-21 All headers to be as follows for openings not to exceed 8' in bearing walls, U.O.N. on plans: 2x4 stud wall 2x6 stud wall 4 x 12 6 x12 6-22 All headers to be as follows for openings not to exceed 4' in non bearing walls, U.O.N. on plans. For openings greater,than 4' use header specified for bearing wall U.O.N. on plans: 2x4 stud wall 2x6 stud wall 4x6'. 6 x 6 6-23 Provide 1-3/4" minimum bearing at end supports and 3-1/2" minimum bearing at intermediate supports for ceiling joists and rafters, unless otherwise noted on plans. 6-24 Misplaced anchor bolts at sill plate to foundation: See notes in "Foundation / Site Work" section on this sheet. ROUGH CARPENTRY: 7-1 Where plumbing, heating, or other ducts are placed on a partition requiring the cutting of the double plates, a Simpson LSTA24 strap shall be fastened to each side of the top plate§. 7-2 Use two trimmers at each end of each beam and header over 6'-0" long,; and one trimmer at each end less than or equal to 6'-0" long unless otherwise noted on plans. 7-3 Balloon frame studs to truss bottom chord or full height at exterior walls where sloping ceilings occur, U.N.O. GLUED -LAMINATED / MANUFACTURED LUMBER: - 8-1 All glue -lams shall be of the following grades with a camber of R = 1600' unless noted otherwise: Glu -Lam Timber: ANSI/AITC A190.1-1983 Simple Spans . . . . . . . . 24F -V4 DF/DF Combination - Cantilevers . . . . . .. . . 24F -V8 DF/DF Combination 8-2 Glue -lams shall be specified on plans. Clue -lams exposed to weather must be rated for exterior use by the manufacturer per CBC 4-1 Reinforcing steel shall conform to the provisions of ASTM A -615/A 615M -04a, Grade 40 for #4 bars and smaller and Grade 60 for #5 2303.1.3 Waterproofing of exposed ends shall be provided by others. Glued -laminated timbers shall be manufactured and identified d§ L_ ' t b d formed 45 and larger rebar shall not be re-bent. Welded wire fabric shall conform to the required in AITC A190.1 and ASTM D3737. ..0. STRUCTURAL DESIGN PROFESSI�q FIe C r" m (k P l >k CMI ��\P �,qTe OF C AL�FO SUBMITTAL SET J 0 v o) alu WNOt 19 O in Q� ", Q z�:J 9 w�0 M da)U o 01 WZc~ivc°� O E0 O W OO co C M;;'12Wa X �01aW = �� 4c C, W v► At bars and larger. All re or rs o e e r's recommendations. provisions of ASTM A 185-02. - 8-3 All manufactured wood products shall be installed per manufacture 4-2 All lap splices shall not be less than 62 bar diameters of the larger bar. Horizontal laps in adjacent bars shall be staggered 5' 0" 8-4 Boise Cascade, TrusJoist MacMillan or equivalent shall provide manufactured lumber. SHEAR WALL SCHEDULE a, minimum. Minimum design values shall be as follows U.O.N. on plan: 4-3 Reinforcement cover shall be as follows: Specification Fb (psi) Fv (psi) Fcll (psi) E (psi) �~ 4 cast against and permanently exposed to soil: 3" clear Microllam LVL 2600 285 2510 1.9 E6 SHEAR WALL AQ & A A Q Concrete ca g p Y xP 5 bars and smaller: 1 1/2" clear TimberStrand LSL 2250 400 1950 1.5 E6 Concrete with soil or weather exposure: # / " � { #6 bars and larger. 2" clear Parallam PSL 2900 290 2900 2.0 E6 SEISMIC SHEAR (PLF) 260 350 490 640 730 760 980 x `4 1" clear Versa -Lam 2800 285 3000 2.0 E6 WIND SHEAR (PLF) 335 485 600 820 935 975 1260 .�,� Concrete without soil or weather exposure: ,J Q 4-4 All reinforcing steel shall be accurately secured in position before and during concrete placement. 8-5 Manufactured "1" joists shall be installed per the manufacturers recommendations using a deflection limit of I/480. Use a 1,2 COX COX COX CDX STRUC.1 CDX CDX 4-5 All reinforcing steel shall be clean at the time of concrete placement. manufactured rim board with all "I" joists. Use a double rim board at all locations where ledgers are used (such as deck ledgers). 318" PLYWOOD OR EXT. RATED OSB 1 SIDE 1 SIDE 1 SIDE 1 SIDE 1 SIDE 2 SIDES 2 SIDES EDGE NAILING 3 ed @ 6-18d @ 4" 8d @ 3" 6d @ 2" 8d @ 2" 8d @ 4-18d @ 3" CONCRETE SLAB CONSTRUCTION: WOOD TRUSSES: QJU : FIELD NAILING 3 8d 12" , All slabs on rade shall be per the contractor. As such it is the contractor's sole responsibility to take steps to control cracking at g-1 Truss design drawings shall be provided with the shipment of trusses delivered to the job site. 2-2x STUDS NAILED TOGETHER WITH 2 ROWS 16d Z `„'' 5-1 9 W all slabs to the satisfaction of the owner. 9-2 Truss design drawings shall include, at a minimum, the information specified in CBC Section 2303.4.1.1. STUD SIZE AT VERT. SINKERS AT 12" O.C. FOR FULL HEIGHT STUDS. Gravel or sand base shown is to provide structural base for slab only. No provisions for preventing groundwater infiltration of the slab 9-3 The truss design drawings shall bear the name and seal of a registered design professional. , PLYWOOD JOINT (4x POST MAY REPLACE 2-2x STUDS) L 5 2 co are included. If slab must be maintained in a dry condition then damp -proofing with 2" sand over 10 mil visqueen over 4" pea gravel 9_4 Truss manufacturer shall submit drawings and calculations to all governing agencies for review and approval before fabrication. J base is recommended. 9-5 Truss calculations shall reflect FAU load where applicable. The builder and the truss mfg. are responsible for ensuring that the trusses FOUNDATION SILL 1 1/2" 1 112„ 1 112" 3" 3" 3" 3" co 5-3 Slabs on grade shall be 4" thick and placed over 4" minimum of free draining aggregate base compacted to a minimum of 95� are built to the proper dimensions. The builder is responsible for locating the FAU unit on, trusses that are designed to support the PLATE THICKNESS m relative compaction, unless noted otherwise. exceed IO°d' SIMPSON CLIP, BLOCK RBC RBC RBC RBC RBC RBC RBC Q P 5-4 Crack control jointing is designed by the builder, unless shown on foundation plan. The maximum spacing of joints shall note g-6 Provide no less than (2) 2x studs under all 2 ply or greater girder truss supports or as noted on plans, whichever is 'greater. TO PLATE 4 24" @ 14" 10" @ 8" @ 8" e" @ 4" QIc 10' in any direction. 9-7 All truss to truss connections are designed by the truss manufacturer and shall be specified on the truss layout plan. S� 5 O 518" 0 A.B. SPACING 48" o.c. 34" o.c. 13" o.c. 24" o.c. 22" o.c. 21" o.c. 16" o.c. ,A 1/2" 0 A.B. 'SPACING 34" o.c. 23" o.c. 9" o.c. 16" o.c. 15" o.c. 14" o.c. 11" o.c. �+ SPECIAL INSPECTION z 00 Anchor Bolds, Al, -thread or Rebar Installed w/ Epoxy N M� cjj 1. OVER DOUG A FI TU 5 ®16" O.C. WITH D.F ILL PL � •-� v 1. The owner shall be responsible for ensuring that the following special The portions al work that require special inspection are the Simpson RFB anchor bolts and/or Samples of inspection reports shall be provided, by the special inspector (if inspections are provided. Special inspectors shall be employed by the alt -thread installed with epoxy. The duties of the inspector shall be as noted below. 2. ALL A EDGES BACKED M HI INC MINAE ER FRAMING U.O.N. required by the building official).. Reports shall be submitted to the .building 3. NAILS SHALL BE SINKERS. IF MACHINE NAILS ARE USED. NAILS WITH A PARTIAL owner and not by the builder or any other person responsible for the Verify the embedment depth of the dowels. department within seven calendar days of the inspection. All inspector's HEAD ARE NOT ALLOWED. work. The special inspector must be acceptable to the project engineer -Observe the cleaning of the drilled holes to be in compliance with the manufacturer. reports noting discrepancies to be filed with the building department weekly. 4. SIMPSON MANUFACTURED RBC CLIPS AT 24" O.C. FOR ENTIRE BALANCE OF during construction, whether corrected or not. All inspector's daily logs shall WALL LINE. 'ERMIT i and the local building official. All inspections shall a performed in -Verify that the specified epoxy is being used and that it is mixed property. 5. ANCHOR BOLTS SHALL HAVE A MINIMUM 3"x3"x.229" THICK PLATE WASHER. UTTE COUNTY DEVELOPMENT SERVIC > accordance with section 1701 of the CBC and other applicable standards. -Verify that the bolts are as specified and that they are clean and oil free. be maintained on site for review by the building inspectors. Inspectors shall be approved by the building department prior to the -Verify that the builder is requiring minimum cure time. SIMPSON BPS IS ACCEPTABLE. REVIEWED FOR issuance of a buil Ing it. -Provide report to the building department as noted below. C DE COMPLIANCE " 1. DOUBLE ANCHOR BOLT I HOLDOWN DATE (o (� ;t9• 1. 8d @ 6 o.c. 1. 1"0 SIMPSON TITEN HD 2. ROOF SHEATHING PER PLAN ASSEMBLY PER PIAN SPACING PER SHEARWALL 1 3. 4-16d BRACE TO BLOCK 2. STRAP WITH NAILING PER � 1 1 - SCHEDULE" SCHEDULE 4. 8d @ 4" O.C. INTO BOTH 2X PLAN (REQUIRED AT SPLICE IN 2 2. HOEDOWN SIZE PER PLAN S1 2 3 4 BLOCKS TOP PLATE OF DOUBLE TOP 3. POST OR DOUBLE STUD PER 5. 2 X 6 OUTLOOKlER @ 4' O.C. PLATE ONLY.) PLAN. EDGE NAIL REQUIRED (MOND POUR) (TWO POUR) De MIN. MIN. ATTACH TO THISEXCLUSIVESHE Paa�Tr of �� EHOUT Nc. MAXIMUM MARK HD MIN. STEM POST THIS SHEET SHALL NOT BE REPRODUCED MATHOUT 3. ALL INTERSECTIONS SHALL 3 ANCHOR Le ANCHOR Le . STUD OR INTO POST OR DOUBLE STUD WRITTEN PERMISSION. ___________ o 0 6. TRUSS PER PLAN 1 BE CENTERED OVER A STUD FROM SILL PLATE TO TOP BOLT MIN. BOLT MIN WALL REGI) POST WITH 7. 2x4 BLOCK @ EACH BRACE (2 4. STUDS PER PLAN ' vv1�T1t 4 PLATE. ATTACH DOUBLE g TOTAL) 2 STUDS TOGETHER IFULL REVISIONS 5 7 8. 2x4 A 10' O.C. P 45" ANGLE HEIGHT WITH 2 ROM 16d 2 2 HDU2 SST816 12", SSTS20 16" 5' 6" 2-2x 6- SDS SCREWS 1 TO THE HORIZON WfTH 3-8dS MIN. LAP =GREATER OF 4'-0" z 5 SINKERS @ 12" o.c. O 8/26/2016 JMR TOENAILED TO TOP PLATE 4. P.T. SILL PER PLAN OR LENGTH OF STRAP 2 9. EDGE 1 6 NAIL PER: "SHEAR WALL _ � 5. EXISTING CONCRETE O HDU4 SSTB20 16" SSTB24 20" 5" s" 2-2x 10- SDS SCREWS �L - SCHEDULE" FOOTING 10. WALL PER PLAN 6. SIMPSON RFB #5x16 W/10" 11. ANGLE CLIP PEiR "SHEARWALL _ a a d EMBEDMENT OR ALL -THREAD 1 • O HDUS SSTB24 24" SSTB24 28" 5" 6" 4x 14 -SDS SCREWS SCHEDULE" TRUSS TO TOP a a STRUCTURAL DESIGN JMR da.a EQUIVALENT. EPDXIED WITH PLATE (2' O.C. MAX. SPACING TYp TVP. o y� SET -XP EPDXY BY SIMPSON. TUR WHEN NOT LOCATED OVER ' �� a. a : • 6: INSTALL PER MFG. O HDUS SSTB28 24" SSTB34 28" 5" 8" 4x6 20- SDS SCREWS? SHEARWALL) RECOMMENDATIONS. CHECKED: JMR 12. EXTERIOR FINISH PER PLAN d a a n a a • SPECIAL INSPECTION DURING 1 13. INTERIOR FINISH PER PLAN 4 INSTALLATION IS REQUIRED 11 HDU11 SM34 24" SS034 28" 24" 8" 6x6 30- SDS SCREW WHERE OCCURS TVP. '� ij � AND WILL I� PROWDED BY DATE: 8/25/16 14. SHEAR PLYWOOD PER '� STREAMLINE ENGINEERING. "SHEARPLY SCHEDULE" PROVIDE 24 HR. NOTICE NOTES: SCALE: SHOWN PRIOR TO INSTALLATION. 1. ALL WOOD SCREWS SHALL BE kx 3" SIMPSON STRONG DRIVE JOB NO. 2323 2. SIMPSON RFB#5 x 16 W/ SET -22 EPDXY MAY BE SUBSTITUTED F�1`1ir�lt �� i�h�Pi.�A� FOR SSTBxx FOR MARK 2, 4 AND MARK 5 HOLDOWNS. SPECIAL SNI=6T NC INSPECTION IS REQUIRED. SEE "REQUIREMENTS FOR SPECIAL OCT 2-3 2016 INSPECTION" ON S-1 FOR ADDITIONAL INFO. 3. PLATES � ECOUPLERS VYII,CKNESS GREATER THAN A 2AND ALL -THREAD ARE 1RMEMBER.ED FOR ILL BUREAU VERITAS NORTH A69ER1CA, I ;. Sm AT TOP PLATE SPLICE N.T.S. 2 RETRO -FIT HOLDOWN N.T.S. 1 `FER AT GABLE N.T.S. 3 STRAP - BUILDING CODE: 2013 CALIFORNIA BUILDING CODE BUILDING USE: SEE COVER SHEET RISK CATEGORY: II (PER ASCE 7-10 TABLE 1.5-1) FLOOR LIVE LOAD: UNIFORM: 40 PSF CONCENTRATED: N/A ROOF LIVE LOAD: 19 PSF (FOR 5:12 PITCH) SNOW LOAD: 0 PSF (PER BLDG. DEPT.) WIND DESIGN DATA: BASIC WIND SPEED: 110 MPH (3 SECOND GUST) WIND EXPOSURE: C ENCLOSURE CLASSIFICATION: ENCLOSED BUILDING (ASCE 7-10 SEC. 26.2) SEISMIC DESIGN DATA: SEISMIC IMPORTANCE FACTOR: 1.00 (TABLE 1.5-2 ASCE 7-10) SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS: SEE STRUCTURAL CALCULATIONS SEISMIC DESIGN CATEGORY: D SEISMIC-FORCEiRESISTING SYSTEM: SEE STRUCTURAL CALCULATIONS DESIGN BASE SHEAR: SEE STRUCTURAL CALCULATIONS SEISMIC RESPONSE COEFFICIENT: SEE STRUCTURAL CALCULATIONS RESPONSE MODIFICATION FACTOR: SEE STRUCTURAL CALCULATIONS SOIL DATA: SOIL BEARING: 1,500 PSF PER CBC TABLE 1806.2 PROFESSI�q FIe C r" m (k P l >k CMI ��\P �,qTe OF C AL�FO SUBMITTAL SET J 0 v o) alu WNOt 19 O in Q� ", Q z�:J 9 w�0 M da)U o 01 WZc~ivc°� O E0 O W OO co C M;;'12Wa X �01aW = �� 4c C, W v► At bars and larger. All re or rs o e e r's recommendations. provisions of ASTM A 185-02. - 8-3 All manufactured wood products shall be installed per manufacture 4-2 All lap splices shall not be less than 62 bar diameters of the larger bar. Horizontal laps in adjacent bars shall be staggered 5' 0" 8-4 Boise Cascade, TrusJoist MacMillan or equivalent shall provide manufactured lumber. SHEAR WALL SCHEDULE a, minimum. Minimum design values shall be as follows U.O.N. on plan: 4-3 Reinforcement cover shall be as follows: Specification Fb (psi) Fv (psi) Fcll (psi) E (psi) �~ 4 cast against and permanently exposed to soil: 3" clear Microllam LVL 2600 285 2510 1.9 E6 SHEAR WALL AQ & A A Q Concrete ca g p Y xP 5 bars and smaller: 1 1/2" clear TimberStrand LSL 2250 400 1950 1.5 E6 Concrete with soil or weather exposure: # / " � { #6 bars and larger. 2" clear Parallam PSL 2900 290 2900 2.0 E6 SEISMIC SHEAR (PLF) 260 350 490 640 730 760 980 x `4 1" clear Versa -Lam 2800 285 3000 2.0 E6 WIND SHEAR (PLF) 335 485 600 820 935 975 1260 .�,� Concrete without soil or weather exposure: ,J Q 4-4 All reinforcing steel shall be accurately secured in position before and during concrete placement. 8-5 Manufactured "1" joists shall be installed per the manufacturers recommendations using a deflection limit of I/480. Use a 1,2 COX COX COX CDX STRUC.1 CDX CDX 4-5 All reinforcing steel shall be clean at the time of concrete placement. manufactured rim board with all "I" joists. Use a double rim board at all locations where ledgers are used (such as deck ledgers). 318" PLYWOOD OR EXT. RATED OSB 1 SIDE 1 SIDE 1 SIDE 1 SIDE 1 SIDE 2 SIDES 2 SIDES EDGE NAILING 3 ed @ 6-18d @ 4" 8d @ 3" 6d @ 2" 8d @ 2" 8d @ 4-18d @ 3" CONCRETE SLAB CONSTRUCTION: WOOD TRUSSES: QJU : FIELD NAILING 3 8d 12" , All slabs on rade shall be per the contractor. As such it is the contractor's sole responsibility to take steps to control cracking at g-1 Truss design drawings shall be provided with the shipment of trusses delivered to the job site. 2-2x STUDS NAILED TOGETHER WITH 2 ROWS 16d Z `„'' 5-1 9 W all slabs to the satisfaction of the owner. 9-2 Truss design drawings shall include, at a minimum, the information specified in CBC Section 2303.4.1.1. STUD SIZE AT VERT. SINKERS AT 12" O.C. FOR FULL HEIGHT STUDS. Gravel or sand base shown is to provide structural base for slab only. No provisions for preventing groundwater infiltration of the slab 9-3 The truss design drawings shall bear the name and seal of a registered design professional. , PLYWOOD JOINT (4x POST MAY REPLACE 2-2x STUDS) L 5 2 co are included. If slab must be maintained in a dry condition then damp -proofing with 2" sand over 10 mil visqueen over 4" pea gravel 9_4 Truss manufacturer shall submit drawings and calculations to all governing agencies for review and approval before fabrication. J base is recommended. 9-5 Truss calculations shall reflect FAU load where applicable. The builder and the truss mfg. are responsible for ensuring that the trusses FOUNDATION SILL 1 1/2" 1 112„ 1 112" 3" 3" 3" 3" co 5-3 Slabs on grade shall be 4" thick and placed over 4" minimum of free draining aggregate base compacted to a minimum of 95� are built to the proper dimensions. The builder is responsible for locating the FAU unit on, trusses that are designed to support the PLATE THICKNESS m relative compaction, unless noted otherwise. exceed IO°d' SIMPSON CLIP, BLOCK RBC RBC RBC RBC RBC RBC RBC Q P 5-4 Crack control jointing is designed by the builder, unless shown on foundation plan. The maximum spacing of joints shall note g-6 Provide no less than (2) 2x studs under all 2 ply or greater girder truss supports or as noted on plans, whichever is 'greater. TO PLATE 4 24" @ 14" 10" @ 8" @ 8" e" @ 4" QIc 10' in any direction. 9-7 All truss to truss connections are designed by the truss manufacturer and shall be specified on the truss layout plan. S� 5 O 518" 0 A.B. SPACING 48" o.c. 34" o.c. 13" o.c. 24" o.c. 22" o.c. 21" o.c. 16" o.c. ,A 1/2" 0 A.B. 'SPACING 34" o.c. 23" o.c. 9" o.c. 16" o.c. 15" o.c. 14" o.c. 11" o.c. �+ SPECIAL INSPECTION z 00 Anchor Bolds, Al, -thread or Rebar Installed w/ Epoxy N M� cjj 1. OVER DOUG A FI TU 5 ®16" O.C. WITH D.F ILL PL � •-� v 1. The owner shall be responsible for ensuring that the following special The portions al work that require special inspection are the Simpson RFB anchor bolts and/or Samples of inspection reports shall be provided, by the special inspector (if inspections are provided. Special inspectors shall be employed by the alt -thread installed with epoxy. The duties of the inspector shall be as noted below. 2. ALL A EDGES BACKED M HI INC MINAE ER FRAMING U.O.N. required by the building official).. Reports shall be submitted to the .building 3. NAILS SHALL BE SINKERS. IF MACHINE NAILS ARE USED. NAILS WITH A PARTIAL owner and not by the builder or any other person responsible for the Verify the embedment depth of the dowels. department within seven calendar days of the inspection. All inspector's HEAD ARE NOT ALLOWED. work. The special inspector must be acceptable to the project engineer -Observe the cleaning of the drilled holes to be in compliance with the manufacturer. reports noting discrepancies to be filed with the building department weekly. 4. SIMPSON MANUFACTURED RBC CLIPS AT 24" O.C. FOR ENTIRE BALANCE OF during construction, whether corrected or not. All inspector's daily logs shall WALL LINE. 'ERMIT i and the local building official. All inspections shall a performed in -Verify that the specified epoxy is being used and that it is mixed property. 5. ANCHOR BOLTS SHALL HAVE A MINIMUM 3"x3"x.229" THICK PLATE WASHER. UTTE COUNTY DEVELOPMENT SERVIC > accordance with section 1701 of the CBC and other applicable standards. -Verify that the bolts are as specified and that they are clean and oil free. be maintained on site for review by the building inspectors. Inspectors shall be approved by the building department prior to the -Verify that the builder is requiring minimum cure time. SIMPSON BPS IS ACCEPTABLE. REVIEWED FOR issuance of a buil Ing it. -Provide report to the building department as noted below. C DE COMPLIANCE " 1. DOUBLE ANCHOR BOLT I HOLDOWN DATE (o (� ;t9• 1. 8d @ 6 o.c. 1. 1"0 SIMPSON TITEN HD 2. ROOF SHEATHING PER PLAN ASSEMBLY PER PIAN SPACING PER SHEARWALL 1 3. 4-16d BRACE TO BLOCK 2. STRAP WITH NAILING PER � 1 1 - SCHEDULE" SCHEDULE 4. 8d @ 4" O.C. INTO BOTH 2X PLAN (REQUIRED AT SPLICE IN 2 2. HOEDOWN SIZE PER PLAN S1 2 3 4 BLOCKS TOP PLATE OF DOUBLE TOP 3. POST OR DOUBLE STUD PER 5. 2 X 6 OUTLOOKlER @ 4' O.C. PLATE ONLY.) PLAN. EDGE NAIL REQUIRED (MOND POUR) (TWO POUR) De MIN. MIN. ATTACH TO THISEXCLUSIVESHE Paa�Tr of �� EHOUT Nc. MAXIMUM MARK HD MIN. STEM POST THIS SHEET SHALL NOT BE REPRODUCED MATHOUT 3. ALL INTERSECTIONS SHALL 3 ANCHOR Le ANCHOR Le . STUD OR INTO POST OR DOUBLE STUD WRITTEN PERMISSION. ___________ o 0 6. TRUSS PER PLAN 1 BE CENTERED OVER A STUD FROM SILL PLATE TO TOP BOLT MIN. BOLT MIN WALL REGI) POST WITH 7. 2x4 BLOCK @ EACH BRACE (2 4. STUDS PER PLAN ' vv1�T1t 4 PLATE. ATTACH DOUBLE g TOTAL) 2 STUDS TOGETHER IFULL REVISIONS 5 7 8. 2x4 A 10' O.C. P 45" ANGLE HEIGHT WITH 2 ROM 16d 2 2 HDU2 SST816 12", SSTS20 16" 5' 6" 2-2x 6- SDS SCREWS 1 TO THE HORIZON WfTH 3-8dS MIN. LAP =GREATER OF 4'-0" z 5 SINKERS @ 12" o.c. O 8/26/2016 JMR TOENAILED TO TOP PLATE 4. P.T. SILL PER PLAN OR LENGTH OF STRAP 2 9. EDGE 1 6 NAIL PER: "SHEAR WALL _ � 5. EXISTING CONCRETE O HDU4 SSTB20 16" SSTB24 20" 5" s" 2-2x 10- SDS SCREWS �L - SCHEDULE" FOOTING 10. WALL PER PLAN 6. SIMPSON RFB #5x16 W/10" 11. ANGLE CLIP PEiR "SHEARWALL _ a a d EMBEDMENT OR ALL -THREAD 1 • O HDUS SSTB24 24" SSTB24 28" 5" 6" 4x 14 -SDS SCREWS SCHEDULE" TRUSS TO TOP a a STRUCTURAL DESIGN JMR da.a EQUIVALENT. EPDXIED WITH PLATE (2' O.C. MAX. SPACING TYp TVP. o y� SET -XP EPDXY BY SIMPSON. TUR WHEN NOT LOCATED OVER ' �� a. a : • 6: INSTALL PER MFG. O HDUS SSTB28 24" SSTB34 28" 5" 8" 4x6 20- SDS SCREWS? SHEARWALL) RECOMMENDATIONS. CHECKED: JMR 12. EXTERIOR FINISH PER PLAN d a a n a a • SPECIAL INSPECTION DURING 1 13. INTERIOR FINISH PER PLAN 4 INSTALLATION IS REQUIRED 11 HDU11 SM34 24" SS034 28" 24" 8" 6x6 30- SDS SCREW WHERE OCCURS TVP. '� ij � AND WILL I� PROWDED BY DATE: 8/25/16 14. SHEAR PLYWOOD PER '� STREAMLINE ENGINEERING. "SHEARPLY SCHEDULE" PROVIDE 24 HR. NOTICE NOTES: SCALE: SHOWN PRIOR TO INSTALLATION. 1. ALL WOOD SCREWS SHALL BE kx 3" SIMPSON STRONG DRIVE JOB NO. 2323 2. SIMPSON RFB#5 x 16 W/ SET -22 EPDXY MAY BE SUBSTITUTED F�1`1ir�lt �� i�h�Pi.�A� FOR SSTBxx FOR MARK 2, 4 AND MARK 5 HOLDOWNS. SPECIAL SNI=6T NC INSPECTION IS REQUIRED. SEE "REQUIREMENTS FOR SPECIAL OCT 2-3 2016 INSPECTION" ON S-1 FOR ADDITIONAL INFO. 3. PLATES � ECOUPLERS VYII,CKNESS GREATER THAN A 2AND ALL -THREAD ARE 1RMEMBER.ED FOR ILL BUREAU VERITAS NORTH A69ER1CA, I ;. Sm AT TOP PLATE SPLICE N.T.S. 2 RETRO -FIT HOLDOWN N.T.S. 1 `FER AT GABLE N.T.S. 3 STRAP - �.. N V