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HomeMy WebLinkAboutB16-0591 000-000-000l MiTe k® +' Y; • Mitek USA, Inc.. '7777,Greenback Lane ""Suiter109 `Citrus' Heights, CA; 95610'- -Telephone 916/676=1900' Re: Flores_T Fa016/67Cr1909;. Flores T ` The truss drawing(s) referenced below.have�been prepared by MiTek Industries,. Inc., under my direct supervision based on the parameters provided by Endeavor Homes.. ' Pages or sheets covered by this seal: R43007329 thru.R43007330 ' r My license renewal date for the state of California is December 31, 2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 ; - ' } These truss designs rely on lumber values established by others. - BUTTE r COUNTY MAR 2 'S 2016 DEVELOPMENT 0ROFESS/0 SERVICES N10CIO �2 2 76428 Z ml ERMIT # UJ (jo M BUTTE COUNTY DEVELOPMENT SERVICES Of W*IlkEXP: 12/31/2014 * COQ CEM LIANCE s�q CIV ��P DATEBY pc ` October 13,2014 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the' truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in 11 -fn -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to score) Apply plates to both sides Of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI.. J 2. Trus bracing must be designed by an engineer. For Individual lateral braces themselves 2 3 wide truss spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T i 1 C1-2 C2-3 4 3. Never exceed the design loading shown and never WEBS stack materials on inadequately braced trusses. Q�• ;y� ; 0 4. Provide copies of this truss design 10 the building For 4 x 2 orientation, locate U U designer, erection supervisor• property owner and interested plates 0- 'Ag' from OUfSlde o_ +'/ u all other parties. edge Of tfUSS. '" _ 01- 5. Cut members to bear tightly against each other. 0 r ` 6. Pince plates on each face of truss at each BOTTOM CHORDS This symbol indicates the �. g 7 6 5 oint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in connector plates. -r - 7. Design assumes tenses will be suitaby, protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 t software Or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% of time of fabrication. -AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. - 9. Unless expressly noted; this design is not applicable for; PLATE SIZE -' use with fire re. ardont, preservative treated, or green lumber. - The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber Is anon -structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to X to Slots. Second dimension is camber for dead load deflection. the length parallel t0 slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING. LOCATION ICC -ES Reports: 12. Lumber used shall be at the species and size, and ,4 in all respects, equal to or better than that Indicated by symbol shown and/or by texfin the bracing section of the. ESR -1311, ESR -1352, ER -5243, 96048, 95-43,96-31,9667A ` specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. output. Use T, I or Eliminator bracing' NER-487, NER-561 if indicated. 95110, 84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed• unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or over truss member or plate without prior (supports) occur. Icons vary but • m 2006 MiTek® All Rights Reserved approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with W1 project engineer before use. Industry Standards: - ANSI/TPIi : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek ' BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r97 PERFORM.'" ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Refer(rnce Sheet: MII-7473 rev, L0208 Tony Flores w� wf'H`.T. F/�}.Y; ...:�i,: S�sYf a � c` i?'.�^�' .�i f7F. �8:f�+�K '�i �� �1.:.* �� � , Y{�}5. Dr . , � �'i�7iS-:i �"r•�s`s�`�i b ``��''rR�"'sY` a•:+�i��f,�, �'� . �r�: •..,� ; `� •:� yi`w t..s'' r .'t -a" � ' DU FTE OU 'TY BUIL!)IN DIVI ION :;:. ,PPR V, D A11 17 ) Z F "3. :lF+�n'X ib4 "r�F•?.T `.. '�ii:4y Tti ,�'�3�' .. �•L{.t!=k �Sx �.1 }1.,.`i..�ir•�: ,YM5{>,' 4 T? / '.�M" O O Q Tony Flores Job Truss Truss Type ` Oty Ply Flores T • • , zR43007330 1 FLORES T All SCISSORS 17, 1 Job Reference (ootionall crweaw• nrrmca, anvnuc, a.n as rxurar -1. rage i ID:LCENKtfE EXl SdK_iKCIFjTyuszf-yGDoBergltjxufC3xHEamJjgtysbB2gigvhujayUlce -1�-0 4.0-2- 6.10.0< 11-1-141 - � 16=8-0 18-2-0 • - 1�i-0 4-0.2 2-9.14 4314 7 56.2 1_" Scale= 1:33.4 • 4xii s r fR 3x5 S4-0 11-1-14 1648-0 S4-0 59.14 58-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) UdellUd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.15 8-9 >999 360 MT20 220/195 TCDL „ 10.0 Lumber Increase 1.25: -BC 0.52 Vert(TL) ',-0.41 8-9 .>472 240° BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.16 6 n/a n/a .BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 64 Ib FT = 20% • LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3.7.13 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS r 2x4 DF No.2 MITek recommends that Stabilizers and required cross bractng be Installed during truss erection, in accordance with Stabilizer / • Installation guide. REACTIONS (lb/size) 2=752/0-5-8 (min. 0-1-8), 6=752/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 5) Max UpliR2=162(1_C 8), 6=166(LC 8) _ fw)A}' COUNTY FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 81 1 I �� D I!�e G DIVISION I V I S I ® N ` TOP CHORD 2-3=2373/273, 34=2281/224, 45=2364/342, 5-6=2405/297 U ' BOT CHORD 2-9=183/2212, 8-9=100/1461, 6-8=229/2246 p 4 OV ED WEBS 4-9=21/1022,4-8=148/934 PR ' �^� �"' r NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C;, enclosed; MWFRS (directional);_ cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fol between the bottom chord and any other members. • - , 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) 2=162, 6=166. OQ?'pFESS/ONk 7) This truss is designed in accordance with the 2012 International Building. Code section 2306.1 and referenced standard ANSUTPI 1..OI N IO ,LOAD CASE(S) Standard �Q� y�'p tiC LIJCD Q 76428 , z m s r ¢ * L EXP, 12/3112 4 TgTFOFCALIFO��\P October 13.2014 Q WARA/rW -verify Oeiign pe?amelers an4WAR N37SON 1NISAAIq I(IaME4 A6PU FERWQAOE (If -7473 mK. f)!19/24kill Rfft9ff L0 �. Design valid for use only with M7ek connectors. This design Is based orgy upon parameters shown, and is for an individual bulging component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblBity of the I erector. Additional permanent bracing of the overall structure is the responsibly of the building designer. For general gukiance regarding fabrication, yualy control, storage. deWery, erection and bracing. consult ANSI/11`111 Qucfity Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inl,o:n ofy- from Truss Plate Institute, 781 N. Lee Street. Suite 312.Ajexgnd , vA X314. 7777 HNgMa, CA, Lane, Su N sa rrn..A 1�P twnbar4 sp - fiQd. sAa ees 4a wMr@� raw thew eAaruoe O6/ea/1f9� 0y 1u6E 4 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/ Center plate on joint unless x, y Failure to Follow Could Cause Property offsets ore indicated. Dimensions are fn ff-in-sixteenths. I6-4-8 dimensions shown in ft4rv-sixteenths (Drawings not to scute) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 0.1 62. Tens bracing must be designed by an engineer. For 1 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or aftemative T,1, or Eliminator T bracing should be considered. i i C1-2 c" WEBS �, 4 3. Never exceed the design looding,shown and never inadequately braced trusses. p O 3 �• 14y- 3 O stack materials on 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U = designer, erection supervisor, property owner and plates 0 -'ns' from outside a �' u U all other interested parties. edge of truss. p 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appricoble for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the truss fabricator. General 4 x 4 to slots. Second dimension is responsibility of practice is to camber for dead bad deflection. the length parallel to slots. 11. Plate We, stze, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, in all respects, equal to or better than that specified. by text in the bracing section of the 95-43,96-31, 9667A 13. Top chords must be sheathed or purgns provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but ® 2006 MirekO All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. - ANSI/TPI 1: National Design Specification for Metal 19. Review all portions of this design (front: back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing, M ITe k is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with - Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quagty Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineedog Reference Sheet: Mg, 7473 rev. 10-'08 I w Job Truss - Truss Type Qty, PLATES' GRIP Flores T Plates Increase ' 1.25 TC 0.21 - Vert(LL) -0.14 7-8 >999 360 MT20 220/195 �Ply� 843007329 FLORES_T A10 GABLE: 2. ., 1 WB 0.20 Horz(TL) 0.16 + 5 n/a n/a BCDL 10.0 Code IBC2012lrPi2007 (Matrix)' Job Reference (optional) uwc4w. n.,,,o, vmnue, ..n aa4w . 1.4zu s JYr Z5 zu- Mrl e6 incuames, mc. rn ua 10 15:01:57 2014 Page 1 ID: LCENKtfEEX1 BdK_iKC IFjTyuszf-yGDoBergltjxufC3xHEamJjs2ytxB1 JigvhujayUlce -11'x0 4.0.2. 6-160 I 11-1-14 16.8.0 16-2- ' 1�-0 4-62 2-&14 43-14 .* 5.6.2 1.6.0 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKEDTOP'CHORD ONLY;' ` HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED' WITHIN 48" OF THE HEEL JOINTS._, 4x8 II - e nn P-7- ` 3x4 % 3 . Scale = 1:34.6 4x6 = :t' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES' GRIP 3 TCLL 20.0 Plates Increase ' 1.25 TC 0.21 - Vert(LL) -0.14 7-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.38 7-8 >508, 240 Y BCLL 0.0 ' Rep Stress Ina YES WB 0.20 Horz(TL) 0.16 + 5 n/a n/a BCDL 10.0 Code IBC2012lrPi2007 (Matrix)' Weight: 81 ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS (lb/size) .2=752/0-5-8 (min. 0-1-8),5=752/0-5-8 (min. 0.1-8) Max Horz 2=-47(LC 5) Max Uplift 2=1 62(LC 8), 5=166(LC 8) BRACING TOP CHORD Structural wood.sheathing directly applied or 5-2-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2597/240, 3-4=2452/342,4-5=2505/302 r BOT CHORD 2-8=1144/2446,7-8=144/1578, 5-7=238/2354 WEBS 3-8=1/1149, 3-7=107/965 ,t3o -FE COUNTY BUILDING DIVISION raPPROVED NOTES 1) Unbalanced roof live loads have been considered for this design. 2),Wnd: ASCE 7-10; Vult=110mph (3 -second. gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonfwncument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 2=162, 5=166. 7) This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard oo OQ�OFESS/O/k L 76428 z m o OF October 13,2014 QWARKW-Verify Qesvppardmietenant#gmHIQTESONTHISANQIA7-t/QfO,41XK9fFff(EAVQA(IEHII•F4nresl�19/lDl�ITffoff.* , Q Design valid for use only with Mrrek connectors. This design Is based only upon porameters shown. and B for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblrify of the ■r `erector. Additional permanent bracing of the overag structure is the responsibility of the building designer. For general guidance regarding fabrication. 4uallty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC:SI Building Component 7777 Greenback Lane, Suite 1(19 salety Informaflop ,pvaloble from Trus Plate Institute, 7g1 N. Lee Street, uite 312 q�exQrldna, vA�2? 14. 7777s Heights. C N ferthtxw Dina ISvf h�mb4r 4 r W' qd. tb4 d4uM =aarr tnat! ttllrt 08/CA, illi) by. 9 A 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION . 3/ Center plate on joint unless X. y Failure to Follow Could Cause Property Offsets are indicated. Dimensions are in N-in-sixteenths. 6-4-8 dimensions shown in ft4n-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides Of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is otways required. See BCSI. 0.146" 2. Truss bracing must be designed by an engineer. For 1 2 3 wide tens spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator C1-2 c2a bracing should be considered. WEBS 3. Never exceed the design loading shown and never inadequately braced trusses. N�- O ��� O4. stack materials on Provide copies of this truss design to the building For 4 x 2 orientation, locate a designer, erection supervisor, property owner and OAN plates 0-'na' from Outside U all other interested parties. edge of truss. 0 a- 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each BOTTOM CHORDS ~ This Symbol indicates theIoint 8 7 6 5 and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available in M(Tek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with lire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the 4 x 4 to slots. Second dimension is responsibi lity of truss fabricator. General practice Is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 955-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vory but ® 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards' project engineer before use. - ANSVTPI l : Notional Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.iTe and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. k® is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 Symbols Numbering System' ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths, 6-4-8 dimensions shown in fl4n-sixteenths �� (Drawings not to scale] Damage or Personal Injury , Apply plates to both Sides of 18155 and fully embed teeth. - 1. Additional stability bracing for truss system, e.g. . diagonal or x -bracing, is always required. See BCSI. Q 1/T� 't1. • - 2. Tens bracing must be designed by an engineer. For 1 2 3 wide tens spacing, individual lateral braces themselves TOP CHORDS may require bracing, or attemalive. T, I, or Eliminator T T ci-a C2-3 bracing should be considered. WEBS 3. Never exceed the design looding•shown and never inadequately braced trusses. For 4 2 0 u � ; �i� � NC 00 stack materials on 4. Provide copies of this truss design to the building x orientation, locate U designer; erection supervisor, property owner and plates 0-'na' from outside a U a0 other interested parties. edge Of 1fU55. � 5. Cut members to bear tightly against each other. �. 6. Place plates on each face of truss at each BOTTOM CHORDS This symbol indicates the8 7 6 5 joint and embed fully. Knots and wone at Joint required direction of slots in locations are,regulated by ANSI/TPI 1.' connector plates.- 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1 c, "•, . Plate location details available In Welk 20/20 software or upon request. 8: Unless otherwise noted, moisture content of lumber ' JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time`o' bdcofi' AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO • ."t,' . . PLATE SIZE THE LEFT. .9. Unless expressN noted, this design is not appricoble for use W h fire retardant, preservative ireated,•or green lumber. The first dimension is thelate P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular responsibility of truss fabricator. General practice Is to to slots. Second dimension is camber for dead bad deflection. the length parallel t0 Slots. 11. Plate type, she, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are rrdnimum plating requirements. i LATERAL BRACING LOCATION ICC -E$ Reports: 12. Lumber used shall be of the species and size, and ali'respects' equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95.43, 96-31, 9667A 13. Top chords must be sheolhed or p�urrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A lateral 14. Bottom chords require bracing ai 10 ft. spacing, othise noted, or less, if no•ceiling Is instoded, unles3erw BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings` Y t ' 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Riqhts Reserved approval of an engineer. reaction section indicates joint g; �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. t lumb 18. Use of green or treateder may pose unacceptable environmental, health or performance risks. Consult wish Industry Standards: project engineer before use. f > ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front: back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone g DSB-89: Design Standard for Bracing. MiTek. is not sufficient.SCSI: Building Component Safety Information,20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rcr PERFORM." ANSI/TPI 1 Quality Criteria, Installing A Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10208 Symbols Numbering System ® General Safet Notes Y PLATE LOCATION AND ORIENTATION j 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths (Drawings "°"° scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or x -bracing, is always required. See SCSI. O _f/1 Q c1•2 C2-3 2. Truss bracing must be designed by on engineer. For WEBS c 4 wide truss spacing, individual lateral braces themselves may require bracing, Tori T t t 0 0r p O, U or alternative bracing should be considered. _O 0- °b 3. Never exceed the design loading shown and never S U stack materials on inadequately braced trusses. a0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate01 plates 0-'n6' from outside designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS edge of truss. 8 - 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEjoint and embed fully. Knois and wane at joint ® required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from • Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. . software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents values as published by AWC in the 2005/2012 NDS specified. b text in the bracing section of the Y 9 SP represents ALSC °pproved/new values 13. Top chords must be sheathed or purlins provided of output. Use T or I bracing with effective dote of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but C 2012 MTek® All Rights Reserved approval of an engineer. _reaction section indicates joint number where beorings occur._— 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. oa 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSVTPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, MUTIbike is not suffcient. 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013 Q 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations, For: BUTTE COUNTY MAR 2.5 2016 DEVELOPMENT SERVICES X316-asq ) Client: Max Ramirez, Golden Sun Designs Project: Flores Existing Patio Cover Address: 960.2 McAnarli.n Avenue, Durham,CA PERMIT1111: BUTTE C!aUNTY pEVELOPMENT SE REVI WE® F®R C DE CMF't.II�NCE 6Y_�-�- DATE , QRO�ESS/p o4+1EDY� C sa m EXP. 011. CIVIL F CAL�FO�� l5 f b Note: Summit Structural Design (SSD.j is not responsible for on-site inspection to assure .comep plia cwith the, standards,, sizes, materials; or workmanship specified herein. SSDi is not responsible for any structural element or systern riot specifically noted in this set of specification,/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall. follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. - '�P Summit Structural Design _ PROA.ECT:Flores Shade Structure STRUCTURAL NOTES 1. GENERAL A) ALI. WORK SHALL CONFORM TO THE 2013 CBC AND. ALL APPLICABLE LOCAL CODES, B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT \KITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION; AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE -SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F). ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC....) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: WELDING OF STRUCTURAL OR REINFORCING STEEL EPDXY/MECHANICAL CONCRETE ANCHORS ` THE: SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBG QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT, 2. SITE WORK / FOUNDATIO14S A) ASSUMED MAXIMUM SOIL BEARING, = 1,500 PSF PER CBC.TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE: A GEOTECHNICAL REVIEW 01: SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS, D) ALL FOOTINGS INCLUDING RETAINING WAIL FOOTINGS, SPREAD FOOTINGS, WAIL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) B0170M OF.ALL FOUNDATION TRENCHES SHALL BE.CLEAN AND LEVEL. F) ALL FINISHED GRADE 13HALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL.BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL B= COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOL4TION OF FIGURE 1808.7,1 OF THE 2013 CBC. THIS ENGINEER :SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR.MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY TH05E FOUNDATIONS WHERE LOADS HAVE BEEN.ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER U Summit Structural Design PR0JI:CT:FIores Shade Structure SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS AND UNDERLYING SOILS. 4. CONCRETE / REINFORCING A) CONCRETE SMALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALI. CEMENT USED. SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE: III LOW ALKALI. D) AGGREGATE SHA.LL,CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE: ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS.TO ALKALI REACTIVE MATERIALS, PROVIDE LENIENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR, SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USER" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW-CUTTOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 W' #6BARS AND LARGER; 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #S AND LARGER REBAR SHALL NOT BE RE-BENT, L) ALI. REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. S. MASONR`! A) CEMENT MASONRY UNITS SHALL CONFORM TO ASTM C90, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. B) f MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION 2105.3. A CERTIFICATE OF COMPLIANCE VERIFYING TESTING AND ACCEPTANCE PER ASTM C 140 FOR, THE CMLI BLOCK SHALL BE PROVIDED FOR INSPECTION AND REVIEW PRIOR TO PLACING THE MASONRY. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C476 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. D) MAXIMUM BED 101ST THICKNESS = 5/8" E) LAP REINFORCING THE GREATER OF 60 BAR DIAMETERS OR 2'-0". F.) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: I. ROOF SHEATHING: Y:" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE: GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: Y4" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" Q.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY, GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, RITC A190.1 AND ASTM D 3737, BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED 1'0 THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2, J Summit Structural Design PROA.MFlores Shade Structure C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN,, AND SHALL BE: MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE, AT SHEAR WALL LOCATIONS,. SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING 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 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER, 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) f.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.Q. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST, BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALI. HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMME14DED FASTENERS 1.) ALI. METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE_ CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC: TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR .1 % LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) M1141MUM NAILING: MINIMUM NAILING SHALL BE PER 2033 CBC.TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS. ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION, C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, N/HICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE:ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS. OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON.THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES,. WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B•) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N:O. 6-5 WALL FRAMING A.) DOUBLE'TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES 01= STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. I Summit Structur:al_DEisign PROJI=CT:Flores Shade Structure B.) 'FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C:) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR 8OLTS ARE NOT ALLOWED, STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE, E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F,) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE.3X NOMINAL UNI) PER PLANS AND DETAILS. 6=6 CONNECTIONS A,) HOLES FOR THROUGH BOLTS SHALT- BE DRILLED 1/16" OVERSIZE, B.) ALI. BOLTS, NUTS, AND. LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALI. BOLTS. AND LAG SCRE1VS SHALL. BE TIGHTENED UPON. INSTALLATION AND RE -TIGHTENED E3EFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN,, INTO PLACE, E.) FASTENERS. IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 7. STEEL 7.1 STRUCTURAL STEEL A.) STRUCTURAL STEEL: ROLLED STEEL SHAPES; PLATES, AND BARS SHALL CONFORM TO ASTM A-36. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992. B.) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B. C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED, QUALIFIED WELDERS, ELECTRODES SHALL E3E E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1. D,) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT. E.) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED. IN CONCRETE, GROUTED MA'iONRY;,OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. F.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE AST`M.A-307 U,N O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. 7.2 HARDY FRAME A.) HARDY FRAMES SHALL. BE INSTALLED PER ICC -ES LEGACY REPORT PFC-5342. B.) INSTALL 15#i FELT MOISTURE BARRIER IN LOCATIONS WHERE HARDY -FRAMES ARE IN CONTACTWITH PRESSURE TREATED.L.UMBER. C.) USE HARDY'FRAME TEMPLATES "HFT" FOR INSTALLATION OF'ANCHOR/HD BOLTS. D.) CONTACT HARDY FRAME FIELD REPRESENTATIVE WITH ANY INSTALLATION QUESTIC")NS. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AIVD CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF: MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION, C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 5 PSF - TOTAL LOAD 33 PSF UPLIFT LOAD AS REQUIRED. BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICAfOk. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION; Summit Structural Design PROJECT:Flores Shade Structure F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, 11, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C a Summit Structural [ e.sign Project: Shade ;structure Engineer: RKB Design of: Gravity Loads Gravity Loads: Roof Slope:= 4 to 12 Roof Dead Load Roofing 3.4 psf Ply 1..5. psf Framing 5.0 psf Ceiling 2.0 psf Misc. 0.7 psf Total (sloped) 12,6 psf Total (horiz) 13.0 psf Roof -Live Load Roof Live Load. 20.0 psf • L'.. I'I t ll.� �,,, i. ►a`3V�-� 1 � �.��*v a.-1-� t � � r � ry v ��.•i� . 1.� � ►� [ ja .FLOOD. PLAN ------A ,,-• ROOF Al — EDGE 0. v4 II II II II � II � 1I 1--------------- 5 1/2"x13 112" GLB I 1 II II II II II II � II � I I LI II II II II I II II _ II II I ► II II I I II 1 II 11 II II II L � II 1 m l l I I v v l l 1 c COVEkED PATIO :21 1 II r Ci II II II II II I II II II II jl II 1 I fl II II L II II II II II BEAMS.ABOVE, TYI'. II j II II i I I II� II � II II I I II II I 121/2x[3"I/2"GLB -------- -- II I I ------------- II .FLOOD. PLAN ------A ,,-• ROOF Al — EDGE 0. v4 n Summit Structural Design Project: Shade Structure Engineer: RK'6 Design of : Seismic Mass and Seismic, Load Development Area (ft). Weight (lbs) Roof 675 8769 Height (ft) Length (ft). Weight (lbs) Walls(ext) 0 Walls int) 0 Total 8769 Roof Area (ftZ) Ultimate Working Stress 675 3129 2235 Roof Trib Line Shear (lbs) Shear (lbs) Wall, Line. Area (ftz) Working•St'ress rho Total _ All 337 1118 1.30 1453 r . Nliff�P Disign iH�aps Burr,` 6 ,y Report _ , User-specified Input Building Code Reference Do.cui-nent Z012'In;ternational Building Code >, (which utilizes YSGS hazard data avallablt_ in 2008) r Slte COordinates 39.6.5°N <12:1.81°W , s„ r Site �SO.il Classification Site Class D -. 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(ft) Seismic Design Category D Ss 0.613 Mapped. 0.2 sec spectral response Occupancy 2 51 0.272 Mapped 1 sec spectral response 11 8.8 Site.Class jD u•_ In accordance with Ch 20. eras; TL 16 30th 0 0 00 Srns 0,803 Site.Coef, T 11.4-1 0.0 3' Sm1 0.505 Site Coef., T 11.4-2 .0 0 SDS 0.535 Design Spectral Response (0.2 Sec) 0.0 _ 3 sO1 0:337 Design Spectral Response (1.0 Sec) ^- . _ ---- __._................._ 0 0 System _ Timber Frames iv 0.0 3 R 1.5 Omega 1.5 Cd 1.5 Ht Limit 35 Cs 0.36 12.8-2 Max Cs 1.86 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 0 0 Ta 0.12 Cu 1.4 Max T 0.17 No limit for drift 3 Use T 0.1.2 Alt Ss 0.613 Ss may be 1:5 if 5 stories<and regular 0 V= 0:357 *W Height to Roof (hh) = 11 ft 3 V= 3.1 k. Vert Dist Exp. (k) 1 0 Levet Story Ht. (ft) hi (ft) w((kips) (wi*hi) (kip -ft) Cvx Ve!q (kips) S VEQ (kips) -Diaph. (kips) ROOF 11 11 8.8 96 Loo 3.13 3 2 30th 0 0 00 0.00 0.0 3' 6th _ 0 .0 0 0 0.00 0.0 _ 3 5th 0 0 0 0 O.QO 0.0 3 4th 0 0 0 0 0.00 0.0. 3_ 3rd _ 0 0 0 0 0.00___ 0.0 3 2nd 0 0 0 0 _ 0.00 0.0 3 1st 0 0 0 0 0.00 0.0 3 L i "' 1 U.65 1 11- Summit.Structural Design. Project: Shade Structtare Engineer: RICB Design of : Wind Load Development for Open/Pitched BI Ig (ASCE 7-10) Design Wind Loads on Open Pitched Bldg: F=ghGCNA (lbs) _ Determination of q„ Velocity Pressure q-4.00Z56KxK,iKdVz(LCF)= 13.43 psf I Z= 14.00 Height Above Ground Level, ft K,= US Calculated Velocity Pressure Coefficient K=t= 1.0 Topographic Factor (1.0 for Flat Terrain) Kd= 0.85 Wind Directionality factor V= 110 Basic Wind Speed, mph LCF= 0.60 Load Combination Factor Determination.of G, Gust Factor _ 0.95 Array Area/Roof Plane (ft.2) G= 0:85 h- 14 Structure Height, ft Wind Directionality Factor, Kd (Table 26.6-1) Structure Type K„ _ Buildings,,MWFRS 0.85 _ v Buildings, CC 0.85 Arched Roofs 0.85 Square Chimneys, Tanks, & Sim, 0.90 Hexag. Chimneys, Tanks;;& Sim. 0.95 Round Chimneys, Tanks,& Si_m. 0.95 Solid Signs 0.85 _ Open Signs & Lattice Framework_ 0.85 Tri, Sq, Rect. Trussed Towers _ _ 0.85 All Other "trussed Towers _ 0.95 _ Terrain Exposure Constants (Table 26.9,1, Modified) Exposure a z _(ft) ctbar boar _ c 1 (ft) E bar z bar (ft) g�--gv �_f20 _ B 7.0 1200 0.25 0.45 0.30 0.33 30 3.4 _ C 9.5 900 0,15 0.65 0.20 S00 0.20 15 3.4 _ D 11.5 700 0.11 0.80 0.15 650 0.125 8.4 3.4 Determination of CN,, Force Coefficient Clear Wind Flow Obstructed Wind Flow Roof Slope (degrees) CNW CNL CNW CNL 18.43 1.10 -0.17 -1:20 -1.09 0.01 -0.96 -0.69 -1..65 Array Area/Roof Plane (ft.2) 337.25 Determination of Net Force CNW CNL CNW C:NL Load Case A (lbs) 4234 -660 -4619 74201 Load Case B (lbs) 33 -3706 -2662 -6335 Net Horiz. Load CaseA (lbs) 1547 . - -132 Net Horiz. Load Case 9 (lbs) 1182 1163 Area (ft) Wind (psf) Min Horiz. Wind Load (lbs) 178.0 9.6 1709 Governs ' CI-IAPTFR 27 WIND LOADS ON. BUILDINC}S.—MWRRS (DIRECTIONAL' PROCEDURE) Nla1n'Wlnd ]Force FZesisth3g'System – P.art:1 0.25S hJL S 1;0 ,Figure27A-5 -�— Net -Pressure Coeffiei,erit C. y' "'Itc:lied Free Roofs Open Buildings 0_800 ' Wind CNw \+11 CNL V� - - ind -Direction. :Notes; _ w .• 1. CNw and CNL denote net'pressurgs (contriliutions from.top and:bottom surface§) for.windward and leeward half of roof surfaces, respectively, Z Clear wind flow denotes relativoly unobstructed wind flow with blockage less than or equal -to 50%. Obstructed wind flow denotes objects below roof Inhibiting wind flow (>50% blockage),:, 3. For values of 0 between 7,50 and 45°, linear interpolation Is permined•' For values of 8 Icss Than 7.5', use 4• monosiope roof load coeffleients, Flus and minus signs signify pressures acting towards and a oar th•F:iop roof surfaco, r0spectively. 5. All load cases shown for each roof angle shall c -investigated, 6. Notation; L ; horizontal dimenslonrof roof, riioasured in the along wind direction, R. (m) h : mean roof height, ft, (m)' Y :.direction of wind; degrees angle of plane of roof from horizontal, degrees 268 r Wind Directiotl, y = 10, I $Q° Roof, Load Q�otr . A. Angle, 0 • Case. Clear WindFCow Obshllcted Wind Flow CivW CNL CNW CNL 7.50 - . A 1.1 •0.3 -1,6 .1 -- B 0,2' 1.1 772 •0,4 =0;9� -1,2 •1.7 .1 IS° . A B 0,1 ?2,5° A.. 1,1 0.1 •1.2 _ •1,2 B -0.1 =0.8 •0,8M -1.7 ". 30° A 1.3 0.3 .0.7 r -0.7 – 13 0.6 •0.6 •1,1 46 37,50 A. _ =0.3 •0:9 450 A I.1 0.9 -0,5 -0.5 - _ B 1 •0,3 •0,5 •0.3 _ -0.7 :Notes; _ w .• 1. CNw and CNL denote net'pressurgs (contriliutions from.top and:bottom surface§) for.windward and leeward half of roof surfaces, respectively, Z Clear wind flow denotes relativoly unobstructed wind flow with blockage less than or equal -to 50%. Obstructed wind flow denotes objects below roof Inhibiting wind flow (>50% blockage),:, 3. For values of 0 between 7,50 and 45°, linear interpolation Is permined•' For values of 8 Icss Than 7.5', use 4• monosiope roof load coeffleients, Flus and minus signs signify pressures acting towards and a oar th•F:iop roof surfaco, r0spectively. 5. All load cases shown for each roof angle shall c -investigated, 6. Notation; L ; horizontal dimenslonrof roof, riioasured in the along wind direction, R. (m) h : mean roof height, ft, (m)' Y :.direction of wind; degrees angle of plane of roof from horizontal, degrees 268 r Q�otr . A. Summit Structural Diesign Project: Shade Structure Engineer: RKB Design of : C+C Wind Loads for Open/Monoslope Bldg (ASCE: 7-10 Design Wind Loads on Open Monoslope Bldg.: F=ghGCNA (lbs) Terrain Exposure Constants Exposure a 2:jft) a bar b bar c 1 (ft) E bar z bar (ft) 3 Determination of q,, Velocity Pressure 7.0 1200. 0.25 0.45 0.30 320 0.33 303.4 2 C 'oh= 13.41 psf qh=0.00256KZK=,KdV2LCF 3.4 D 11.5 700 0.11 0.80 0.15 650 0.125 8:4 3.4 z= 14.0 Height Above Ground Level, ft K,= 0.85 Calculated Velocity Pressure Coefficient B; 1 K=,= 1.0. Topographic Factor (1.0 for Flat Terrain). Kd= 0.85 Wind Directionality Factor ! .:�.-.:.:..••.......:. V= 110, Basic Wind Speed, mph °` _ LCF= 0.60 Load Combination Factor �•. - ` 3 G= 0.85 Gust -Effect: Factor 1..........._.__ Exposure= C Wind Exposure Category _�._........._...........:. B= 35:5 Plan Dimension of Building Measured Perpendicular to wind uirection, tt. L= 9:5 Plan Dimension of Building Measured Parallel to Wind Direction, ft a= 3 Width of Pressure Coefficient Zone, ft. Terrain Exposure Constants Exposure a 2:jft) a bar b bar c 1 (ft) E bar z bar (ft) g4=g„ B 7.0 1200. 0.25 0.45 0.30 320 0.33 303.4 1.77 -1.63 C 9.5 900 0,15 .0.65 0:20 500. 0:20 `15 � 3.4 D 11.5 700 0.11 0.80 0.15 650 0.125 8:4 3.4 Determination of C,, Force Coefficient Effective Wind Clear Wind Flow .Area, EWA Zone 3 Zone'2 EWA:5 a? 2.29 -2.11 1.77 =1,63 a < EWA :s 4a 1.77 -1.63 1.77 =1.63 EWA > 4aZ 1.15 -1.05 1.15 -1.05 Determination of Wind Pressure, F (psf) Effective Wind Clear Wind Flow Area, l:WA Zone 3 Zone -2 EWA 5 aZ 26.1 -24.0 20.2 -18.6 .a2 < EWA < 4a 20.2 -18.6 20.2 -18.6 EWA.> 4a2 131 -12.0 13.1 -12.0 Obstructed Wind Flow Zone 1 Zone 3 Zone; 2 Zone 1 . 1.15 -1.05 1.00 -3.02 0.80 -2.26 0..50 -1.51 1.15 -1.05 0.80 -216 0.80 =2.26 0.50 -1.51 1.15 -1.05. 0.50 -1.51 0.50 -1.51 0.50 -1.51 Obstructed Wind Flow Zone 1 Zone 3 Zone 2 Zone 1 13.1 -12.0 11.4 -34.4 9.1 -25.8 5.7 -17.2 13.1 -12.0 9.1 -25.8 9.1 -25.8 5.7 -17.2 13.1 -12.0. 5.7 -17.2 5.7 717.2 53 47.2 M k FrOjeet: Flores End Frame Andy Johnson, P.E., SUMMIT STRUCTURAL DESIGN March 24, 2016 C:\Users\Ryland\Desktop\16-'173 Flores Patio Cover\Calculations\ Design Group Results Design Group: DG1 per AISC ASD (2010) Designed As:-HS.S6x6x1/4, Material: \Steel\ASTM A50.0 Grade B (Fy = 46ksi) t osl Members Included (4): COL0.01, C0.1-002, C01-003, COL004 Strong Deflection Check Member Result Offset Demand dy Capacity dy Code Unity Details Name Case ft in in Ref. Check C01_001 Seismic »+X 9.000 -0.830 1.000 IBC 1604.3.1 0.83 OK C01_002 Seismic »4•X 9.000 -0.829 1.000 IBC 1604.3.1 0.83 C)K COL003 Seismic »+X 2.917 -0:867 1.000 IBC 1604.3.1 0.87 OK COL004 Seismic »+X '2:917 -6.866 1.000 IBC 1604.3.1 0:87 OK Corh1bine.d Check Member Name Result Case Offset ft Code Ref. Unity Check Details C01_001 .6D+,7E »+X 9.000 H1 -1b 0.25 OK Cb = 1.000, COL002 D+.7E »+X 9.000 H1 -1b 0.28 OK Lb = 9.000 fl KL = 9.000 ft, 0,000 4.573 125,009 E3-2FB 0.04 OK Cb = 1.000, COL003. .6D+.7E »+X 0.000 H1 -1b 0.26 OK Lb = 9.000 ft KL = 3.500 ft, 0.03 OK KL = 9.000 ft Lu = 3.500 ft, COL004 D+.75(L+.6W+Lr) »-Y 0.000 Cb = 1.00:0 , COL004 D+,7E »+X' 0.000 H1 -1b 0.26 OK Lb = 3.500 ft KL =.3.500 ft, Cb 1.000, Lb = 3.500 ft Axial Gheck Member Name Result Case, Offset. ft Demand Fx K Capacity Fx K Code Ref. Unity Check. Details C01_001 D+.75(L+,6W+Lr) »••Y 0.000 4.573 125.009 E3 2FB 0.04 OK Lu = 9.000 ft, COL002 D+.75(L+.6W+Lr) »-Y 0,000 4.573 125,009 E3-2FB 0.04 OK KL=9.000 ft Lu = 9.000 ft, COL003 D+.75(L+:6W+Lr) »-Y 0.000 4.300 141.231 E3-2FB 0.03 OK KL = 9.000 ft Lu = 3.500 ft, COL004 D+.75(L+.6W+Lr) »-Y 0.000 4.300 1'41.231 E3-2FB 0.03 OK KL = 3.500 ft Lu = 3.500 ft, KL = 3.500 ft Strong Flexure Check Member Name Result Case Offset ft Demand Mz K -ft Capacity Mz K -ft Code Ref. Unity Check Details COL001 6D+•.7E »+X 9.000 6.464 25.709 F7-1 0.2.5 OK _ Lb - 9..000 ft, COL002 D+:7E »+X 9.000 6.781 25.709 F7-1 0.26 OK Cb = 1.000 Lb = 9.000 ft, COL003. .6D+.7E » +X 0.000 6.464 25.709 F7-1 0.2.5 OK = Cb 1.000 CI = 1.00 ft, CCC01,004 D'+.7E » +X 0.000 6.781. 25.709. F7-1 0.2.6 O.K = Gh 1.000 Lb = 3..500 ft, Cb = 1.000 Strong Shear Check _ Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft K K _Ref. Check----- Page heck__Page 1 VisualAnalysis 12.00.0013 (www.iesweb.com) N Project*. Flores End Frame Andy Johnson, P.E., SUMMIT STRUCTURAL DESIGN March 24, 2016 C:\UsE:rs\Ryland\Desktop\16-173 Flores Patio Cover\Calculations\ COL6D.+.7E »+X 9.000 0.718 39.031 02 D+.7E »+X 9.000 0.753 39.03.1 03 .6D+.7E»+X 3.500 -1.847 39.031 04 _D+:7E,»+X 3.500 -1.937 39.031 G2-1 G2-1 G2-1 G2-1. 0.02 OK 0.02 OMC 0.05 OK 0.05 OK A x t Page,2 Vrsua/Analysi's.12.00.0013 (wwwJeswebxom) Projf:Ct: Flores End Frame Andy Johnson, P.E., SUMMIT STRUCTURAL DESIGN March 24, 2016 C:\Users\Ryland\Desktop\16-'173 Flores Patio Cover\Calculations\ Design Group Results Design Group; DG2 per AISC ASD (2010) Designed As: HSS4x4x1/4, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) 1(r4k.� ur-LC Members Included (2): V001, V002 Stronq Deflection Check Member Result Offset Demand dy Capacity dy Code Unity Details Name Case ft in in Ref. Check_ V001 Seismic ))•+•X 4.950 -0.633 1.000 IBC 1604:3:1 0.63 OK V002 Seismic i>+X G.000. 0.633 1.000 IBC 1604;3.1: 0.63.0K L;omnineo checK Member Name Result Case Offset ft Code Ref. Unity Check Details V001 D+.7E »+X 2.475 H1 -1b 0.02 OK __ Cb = 1.000 V002 D+,7E ».+X 2.475 H1 -1b 0.03 OK Lb = 4.950 ft KL = 4.950 ft, K. Ref. Check V001 D+.7E »+X V001 .6D.+.7E »+X 4.950 Cb 1.000, 92.826 D2-1 0.04 OK _ Lb = 4.950 ft, - V002 D+,7E »+X 4.950 Lb = 4.950 ft Axial Check Result Offset Demand Vy Capacity Vy Code Member Result Offset Member Result Offset Demand Mz Capacity Mz Demand Fx Capacity Fx Code Unity Details ft Name Case. ft K K. Ref. Check V001 D+.7E »+X V001 .6D.+.7E »+X 4.950 3.640 92.826 D2-1 0.04 OK _ Lb = 4.950 ft, - V002 D+,7E »+X 4.950 3.826. 83.780 E3-2FB 0.05 OK Lu = 4.950 ft, KI- = 4.950 ft matron t-rexulre checK Result Offset Demand Vy Capacity Vy Code Unity Details Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft K -ft K -ft Ref. Check _ 0:00 OK V001 D+.7E »+X 2.475 0:025 10.765 F7-1 0.00 OK _ Lb = 4.950 ft, - V002 D+.7E »+X 2.475 0.025 10.765 F7-1 0.00 OK Cb = 1.000 Lb = 4.950 ft, Cb == 1.000 Strong Shear Checic Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft K K Ref. Check V001 D+.7E »+X 0.000 0.020 23.628 G2-1 _ 0:00 OK V002 D+.7E.»+X 0.000 0.020 23.628 G2-1 0,000 Page 1 VisualAnalys/s 12.00.0013 (www.iesweb.com) Project --Flores End Frame Andy: Johnson, .P; E:; SUMMIT STRUCTURAL DESIGN March 24., 2016 C:\Users\Ryland\Desktop\16-173 Flores Patio Cover\Calculations\ Design Group Results Design .Group: DG3 per hl[)S 2012 PTSD Designed As: GL5.5x.13.5, Material: \NDS Glulams Softwood\Primary Bending\24F-1.8E Members Included (3): BmX001, BmX003, BmX002 ------ strong Deflection Check Member Result Offset Demand dy Capacity dy Code Unity Details Name Case ft in In Ref. Check BmX001 Wind »+X 3.500 -0'.020 0.117 .1 BG 1604.3:1 0.17 01< BmX003 Wind »+X 0.000 0.020. 0.117 IBC 1604.3:1 0.18 OK BmXOt)2 Wind ))+X ..u1J1W111t ca - Result Offset Demand fa Capacity Fa Member Result, Offset Code Unity Details Name: Case ft Ref. Check BMX001 D+.7E.»+X 3:500 3.9-3 0.10 OK CL = 0.992__ CD = 1.600, Cfu = 1.070, 8.;217 0.021 0.283 IBC 1604:3.1 0.07 OK ..u1J1W111t ca - Result Offset Demand fa Capacity Fa Member Result, Offset Code Unity Details Name: Case ft Ref. Check BMX001 D+.7E.»+X 3:500 3.9-3 0.10 OK CL = 0.992__ CD = 1.600, Cfu = 1.070, Fx = 3.310 K, CD 1.600, CP = 0.974, KL =3.500 ft, BmX003 .6D+.7E »+X 0.00,0 3.9-1 0.17 OK Lb = 3.500 ft Cfu = 1.070 , Lu := 3.500 ft, BmX003 D+:7E »+X 0.000 0.026 ft = 0.026, 3.8.1 0.01 OK KL = 3.500 ft Cl) = 1.600 , BmX002 D+.7E,>+X fbz = 0.353 , 0.010 1.697 3.6.3 0.0.1 OK F>::= 1.937 K CD =: 1.600, Fbz' = 2.320 , CD 1.600, F>::= 0.753 K, KL = 3.500 It, BmX002 .6D+.7E » +X 8.500 3.9-3 0:15 GK = Lb 3.500 ft CL = 0:987 , Lu = 8.500 ft, Cfu 1.070, - CD = 1:600 , KI- =8.500ft KL = 8.500 ft, - Lb = 8.500 ft Axial Check Member - Result Offset Demand fa Capacity Fa Cade Unity Details. Name Case. ft Ksi Ksi Ref. Check BmX001 .6D+,7E »+X 0.0:00 0.045 2.494 3:6:3 0.02 OK CD = 1.600, Fx = 3.310 K, CP = 0.974, Lu := 3.500 ft, BmX003 D+:7E »+X 0.000 0.026 1.760 3.8.1 0.01 OK KL = 3.500 ft Cl) = 1.600 , BmX002 D+.7E,>+X 0.000 0.010 1.697 3.6.3 0.0.1 OK F>::= 1.937 K CD =: 1.600, F>::= 0.753 K, CP 0,663, Lu = 8.500 ft, - KI- =8.500ft Strong.F.lexure Check Member Result Offset Demand fbz. Capacity Fbz Code Unity Details Name. Case ft Ksi Ksi Ref._ Check BmX0.01 D+.7E »,+X 3.500 0.372 3.808 3.3-1 0.10 OK CL Mz = 5.176 K -ft, Lb 3.500 ft, CD = 1:600 Page 1 Visua/Analysis 12.00. 0013 (wwwJesweb.com) Projpct: Flores End Frame Andy Johnson, P.E., SUMMIT STRUCTURAL QESIGN March 24, 2016 C:1User.s\Rylaeid\Deskitop116-*178 Flores Patio Cover\Calculptionsl BmX003 .6D+.7E) »+X ().OGO -0.353 :2.309 13-1 0.15:OK Mz -4.918 K -ft, Lb = 1500 ft, CD 1,600 BmXO02' .604.71E ))+X 6;.500 -0;.353* 2.290 3;3ml 0.15 OK CL 0.987, Mz = -4.918 K -ft, Lb = 8.600 ft, CD = 1.600 Strong Shear Check Mernber Res.ult Offset, Demand fvz, Capa.Qity Fvz Gode Unity Details Name Case- ft Ksi- Ksi Ref Check ,BmX001 Df.71H ))+X 0.000 0.030 .0.424 —3.4-:2 0.07 OK V = 1.507 K. 'BmX003 .6D+..7E ))+X 0.000 0.029 0.424 3.4-2, 0.07 OK CID = 1.600 V = 1.422 K. BmX002, D+.7E))+X 8.500 -0,025 0.424 3.4-:2 0.06 OK CD = 1.600 V:= -1;248 K, CD = 1.600 page*2 Visual,4.nalysis 12.06.06 i3 :(www. iesweb. com) No. of 16d Req'd= 20.0 Summit Structure:l Design Project: Shade Structure Engineer: -RKB. ►esign of: 45.Degrele Knee Brace. Loads (2012 NDS.) ASD ward, H'Post: Base Shear/Brace= 727 Ibs. Max ASD Base. Shear Load h= 11 ft.. Pim, from Base to Center of Top Connection (0) d= 3.5 ft. Dim..from Center of "fop Connection (0) to Center of Brace at Post )ads: loriz: Load. at Brace= 2285 Ibs. Sum of Moments About,Center of Top Connection=Base Shear*.h/d, Ho.riz. Load at 0= 1558 Ibs. =Horiz: Load at Brace -Base Shear Brace Load= 3231 Ibs. =Horiz. Load at Bracexw(2), ✓ert. Load at Brace= 2285 Ibs. Vert. Load at* Post= 2285 Ibs, 0 'ace Connection: 16d Allow. Shear= 101 Ibs. Cd= 1.6 No. of 16d Req'd= 20.0 Summit Structural. Design Project: Shade Structure Engineer: RKB Design of::Foun'dations Allowable Soil Bearing: 1500 psf Cgncrete Compressive Strength: 2.500 psi w Surnmit Structural C)esign Project: Shade:Structure Engineer: RKB Design of : Post Foundations; Constrained Constrained Embed Depth,.d= 1:3 ft. b= 3.5 ft: Diameter of round post or diagonal dimension of square post. h= 0.5 ft. Height of applied load. P= 727 lbs. Applied load. S3= 250 psf Allow. lateral bearing pressure based on embed depth. ��dEe.�. �•{�.� �' (c��ra�r. f obi . �.to•a at�'b � t � ®e Pad • wood 'COMPANY' Pkojcc.7 Summit Structural Design Works' I Mar. 24; 201608:21 sornvARrmR noon nrsrr,..v Design Check Calculation Sheet WoodWorks sizer 10.1 Load 'Typo Di'sttibutlpn Pat- tot. Loc. tion IfcJ Start End M.a0nl Curie start End Unit Loa Lo.52 Uen Roof constr.. tUT[ Arca- Pull Aro. He Yea Bonding l!1 1 19.50 20.00 (9.50;• pa. pat I,ad3 wind CSC Full Area Ne. Ba:itling (-1 22..00 (9.501• pat Lot Earthquakepoint fb/Fb' Ne 3.59 ]265 lbs LoedS t41nd. C4C Point No 3.58 2000 lbs self -riot bt. Tc bet.ry wi Dead e • Full UDL No - '17.1 if Maximum Reactions (lbs) and Bearing Lengths (in)-: - z 32'-4.3' Glulam-Unbal., West Species, 24F -V4 DF, 5.112"x13.1/2' 9 laminations; 5.112' maximum vddlh. Supports:. All - Timoer-soft D.Fir-L.No.2 Total length: 32'•4.3'; Lateral support: top= 24 bottom= at supports: [in) Analysis Vs. Allotivabie,Stress (Psi) and Deflection (in) .,ten, rano ae.a Crltecion Anal sla Value Deal 'n V Shear - v Z Fv n Value -'J3 Rnnl, aie/Ueal Bonding l!1 [b - 029 Fb' - 2990 fb/F'b' . 0.28 Ba:itling (-1 lb 716 Fb'.• 2227 fb/Fb' 0:41 Used Dofl'n 0.14. cL/999 Llvc befl'n 0.24 L/,998- 0.67 '. L/360 0.36 Total Oan . 0.45. L/532 1.01 . L/240 0,45 Additional Data: FACTORS; F/E(poil CD at Ct 'CL CV Cfu Cr Cfct Notes Cn•Cvt LCO Fv' 265 1.25 1.00 1.00 1.00 1.00 1.00 2. Fb'r -2400 1.25 1.00 1.00 0.997 1.000 1:oo 1 00 1.00 1.00 - 8 - Flo 1850 1.25 1.00 1.00 0.963 1,000 1.00 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - 1.00 - E. �1 r0 million 1.00 1.00 - - .. 1;00 - - 3. Fminy' 0,85 million 1.00 1.00 - - - - 1.00 3 CRITICAL LOAD CIJMB114ATIONS: shear 1:C 02 .-D4Lr, v . 3962,•V design : 3560.1be; Bonding.(�1: LC a8 a Di Lc [pattern: L_1, N • 11531 lbs=ft Oending l•Ir LC q2' D+Lr, V,, . 127467lbn-ft Deflection; I,C 8T Uh?S ILcr.42N1 Illve l' LC 43 o D+.751Lr..42w) ft.L:I'1 Dodeed;l.-live S.an.w'U�wSnd d.lmpnet Lr=l:oof live Le -sone,! --ted E-o.rchqu.F.e- All .LC•a eto listed, it chc Analysis output. Load "Pa tcccna: ,e.s/2-, X=L.S or L�Lr, _.,no Pattern load in this apart Load combinnti.A11.ASCE 7-]e / 1'SC 2012 CALCULATIONS: - Deflccc!on: EI 2030c08 lU-in2 "Live" de floc tl on Dcil ectl on from all non-tle.d lend- Ilivo, wind, snow...) Total Deflection . 1.501Dead Load Doflect.ionl t Live Load 0eflactlon. Design Notes: -" I. WoodV/orks an ilysis and design are In accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NDS 2012), and NDS Design Supptamenl. 2. Please verify that the Coloull deflection limits are app;opdste for your applta.711on: 1. Glulam design valuer Ore for materials conforming t0'ANSI 117.2010end manufactured In accordance with ANSI A190.1.2007 d. Grades wllh equal bending capacity In the top and bottom edges of:lhe boom'cross•secllon aro recommended. for continuous beams. 5. GLULAM: bid- actual bioadth x -actual depth. - 6:.Glulnm'Beams shall be laleratly supponed according. to the provisions of NDS Clause 3.3.3. 7. GLULAM: Dearing length based on smaller of: Fcp(lension). Ftp.(comVn). lye Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com March 25, 2016 RE: Flores Patio Cover, 9602 McAnarlin Avenue, Durham, CA To Whom It May Concern: I have reviewed the truss calculations by Endeavor Homes dated 10-13-14 and have found that the designed trusses appear to be in accordance with the general design concept of the structural documents dated 3-25-16. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. 3T C7 EXP. �l CIVIL BUTTE COUNTY MAR 2 5 2016 DEVELOPMENT SERVICES 9)C-dsg1 BUTTE E GOUN.TV BUILDING DIVISION APPROVED Butte County Building Department California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION ADHESIVE (NONE O) MANUFACTURER CALGreen LIMIT' ACTUAL VOCs ARCHITECTURAL COATINGS (NONE O) MANUFACTURER CALGreen ACTUAL VOCs FORMALDEHYDE COMPLIANCE CERTIFICATION All Carpet installed In the building interior meets the testing and product requirements of the following (check one) O Carpet and Rug Institute's Green Label - O California Department of Public Health Standard Practice for the testing of VOCs O NSF/ANS1140 at the Gold Level O Scientific Certifications Systems Indoor Advantagew Gold O No carpet installed on this project I certify that the information provided on this form is accurate and that the materials used on this project comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building Standards Code. Print name Signature Date See other side of page for VOC limits O O D K O v s 50; m o m `z 3 0 m m 9 n m y 0 a m � m 0 0a 0 N =D 0 N o m' m a F. £ CD CL p N v O O 3 9 0) v 0 O o A O 0 v A % 0 O A O ' d 0 y' � Ci n M O. n a O c in CL o N m n o 0 M N_ O_ a m O 0 C x o � f Q. m O m o S � m � c m m m o a it S A n S �m <' mm o � A = vo oo ee as o c �+ o m � m _ a o � 8 n n c n m 7 re C O o.. vo r 0 3 o to A n .;• a_ayo a O O 0 K v v s °' m `z 3 0 m a n m 3 0 N =D N a CD ;o v d 9 ' A m z a m H o S � m � c m m �m mm o � oo o m � m _ n C a r T a A r m CA N m n m v O O m X to C m m v ' L 0 Q A 0 0 0 0 Q m CL CL m N T O A .n. -1 m 7 n N_ 2 0 J v 0 N V 0 m