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B16-2097 000-000-000
PERMIT # BUTTE COUNTY DEVELOPMENT SER ' Dblh-Resident- ial CA Geeen Measures Checklist, s. REVIEWED FOR gassed on the 2013 California Green Butldfn-d Standards Code ®C 2$ 20 6 CODE COMPLIANCE : [Acceptable Format for Affected:NeW'B:ulld" gs] INTERWEST .-. - The purpose:of #his -code Is t - Improve;publle health, safety antl general uvelfare by enfiancing the tleslgn?:and'constr tia _ al dirs2 s ihroCP"gh he use.of buildin conee is°iavin a reduced. ne ative im act:or "'ositie .environmental im an :.encouraging: in 'sustainable :construction-ractices. 9 .. P.,, g.. 9 R P p 9 g P . Only projectapecfic measures shall be listed and included: on a sheet within the: plan sets WED rum CO E� OMPL1,gNC �tk'v �' � *-ty,"2t,• ��' y.�3,,,1 �+ � ., - F• ,,. a` �;; ' ; Compliance a ¢ Category; r� yerlficafion .Method: . . 2097�� �:��ay 2 c•.��; !-tae. % 2017 y,v:t)40 200-091' r ^;,,iz/zz/2oz6 Measure aC2��yf'q; '_ r r)N TERWEST ' 'L� o t `Locations r, - ' A6;f3LD~NAY STORAGE'p(12000)' ,ry'Otll'S(1LTINCi �i m :°:.- �. L .. N ..(sheet c .co• N _ O. O O Q C i.Q H d.r t r-ei§t�K «74 S.t4,}n•?,{:?' ::7$7`' 8 }''r,}}' "`N'S'.I.f{i r., Ya,. -F. �{, U+ n{. KR d.w,'vRA..xew.x.3'f.du»'lrePamift3 e.knwt..s. i i.'R.,x4ist..::.';n �..ai'.r,r�,. 'f . :. :�A�. �'it+ r*�: -,.�r'�;t�.�`'lhSI�Eue. J7 .�,.. 4�'« � + � (L�4�( f n �'vtA> ; � iSt�.'x3y7aS,t , .£C �a`u.�.."�+..,'�`�t�i° '«�.qy:u.d �Y i ' r_i,z/r.. «.� :�#1.iYT•7u�— E'ufl'{.rd'l�>'r'r•tiatdI, •i�,iG!��i4i��,hJsRF i.li('�!tt.1 ltI�. i J� h :. �F ,.'tr.e �6iKr.�! . .fh`(tt�, ,s•.. ��^s':4d•y�' �,W�,„ w f. ry�'1Fjdrh �i�a .�u 1gsK�eF 7 i 4 � z,,..;:�'f ,�a-A? r Eti ','o,.q1�5S_t,„f,” c.�iFre.Ft�9 ..r� i,j^EY�...:,, d �,?S X i=�,:.:::„'��4 .t��. • :�{.!y:�>.St"�;^"�i''�'t4 �! �t i k' i :i�•.r'$.i i'Y.� �'. �i.".wt.-,i...s�.,x?a1.. : �:i^s.• ,.•F.,1. xs� t n< p.� » iy 7- -Project meets altof the requirements of OrvEsions 5 1;.through 5 5 ❑ E D "S e �. `� e '("• yg, -'- tdD•UESIG rr;y''�a:'r�-`$I�€4:wik'*:{• ..r x, •c�iff°Pf y,�� �.v�;Rli" r.'t-- "xtYS ."Yr'; -; i, rr.3 �Srte'�Development' - ;•� �- .< ., .F'-4�Si}i-�`{ D Y_4asz�o..xr.r.,r«... ..... ?� i:�.: ., ..,a T: :,.n�r.��', • kit` 'w xr ..,,r«.„�'�,�.. ._ .< ,Y. �x... ...>.K} ,-Kkc,w?. <a%la,t�:kt3�.;."st x;r�;aa. -5.106.1'St6rm water, ollufion reveriti6n...t eyy constructed: ro ects which disturb lessthan one acre 60and shall revent P .. P�. _. Y P 1 P.. a a a a ... the pollution of'stormwater runoff from=the construction activities hrough'.locailprdinance ih:Sectidn• 5106 .[Add rows for'.additional safe developinent measures] :. rE!�� . R ��. ^ g.rs,w�t. �..�,4�,4'a„ :. u , r r: • , .r.. hy. %4w :.” z?33^+ �. fix- �' ^ _ s+.. '<t.... �•�� ' "'' s �,rlAir. it=1. :'3 ids :s=--; a"F':: Ea:;, ' • ,_ t..s ra , X43: lr • e,3,P,.k.esr:f«o,,..irm''..AaASn:»Tc'✓ehih°nRwe.3...ui.r`ne"mzt-^ie".4'inL�; fid.' :» ... areasSx+ J}?Fk-:ktN "c.. { 'ks .d .,.fn�..h' Y A5.201.1 Scope. The California Energy C-o'm' 'm'is'sio'nvaill, continue to adopt mandatory building standards:' These. measuresT,-24' a. a I -a a . , are currently required by the. California' Energy'Code. Add rows foradditional: erformance requirements measur. a o Y a a :. W" i� i" •if M • '� Wh i Ni i ,Lc- t^•' i {t a','I�d. N.rI...9�;, I }� c •£'f't '0 t itzt�„�-.5 s��f� r-;'. 'C+S'�ran. v�' � {� _ t i��' �... a j t : , ,_°�' �a..fi .-' .'��.... #� • . ;:. _ • WA'F tt'IEFEICIE .CQN.SERUlk• d � .a�� q h�. •�,.. i � ��rr�- • ..� : �,fx;rA4s� sx i .2�'..�.f31 li. e � #...IG`+n:4 �-..-3�Utx%�`&?�it.�.i.';*`gL1r'btks74ll?lam ..0 c a:' .c -� �drn. , T.�' �.. � r s?t r„n.a .,.:ix...r•<. �c',�RSIU Fi= ! +•ate# a "iA ,$'s'?✓ -.y^ iYtTe•' •F :1.: "i .xf?+c. ' �'Cd'^r' .« � Indoor Waferx4Use r m '}„a . v' •—r••i5J ` 7^ +t•.g._. 9'3 '. �.'�-�rk.a!a•T�9� 3 a i�3�` ��• x� MINN.” t �� ei ed��.:*;a•F friz.i!irs �..5.'-.—r" . �..,...<:Qi..n:..<� i Sys' .[$ i 5� "i4� L RKI �G� ..�i:4:lc?.R.. �. '. ,n.�, .. N........%��.HE�'�m-�-�.z<: ,e?�+5.��; � :<� �..s�.,.ttr.. _� a^b`.-l><54 . 1 �E`�';t?i•• � �r 5 303.1 Meter's , Separate meters shall: be installed,for the uses descnbedjn Sections 5303 1 1 and 5 303.1:2.". 5,3031:1 Buildings in:excess of ;SO 00Msquare'feet Separateysubmeters.shall be installed':as follows; 0 0 _ 0, z j ❑° _ T. For-each'individualleased; rented or other,tenantspace within the building projected;tosconsume'more thap 100 gallday:., ti cv- F -V- Compliance Verification Method Category Plan Measure Location CM a) >' 0 Co —C: (Sheet No.) C: a) u c: -a 2� fl C: :3 T — 5 .0 C: LM .>= - W (n wc: M C CD iZ a - M 0 > > W < 0 El [Add rows for additional indoor water use measures] Quttloor A&M 4i nwNO. M 1 EMS Ili A S I M—` 5.304.1 Water budget. A Local or W.E.L.O. complying water budget shall be developed for landscape irrigationuse- [Add rows for additional outdoor water use measures] 0 El 11 r" p Ffr L 1-01 NE19,94 OWN OR NOr.adrsi It in 5.407.1 Weather protection. Provide a weather -resistant exterior wall and foundation envelope as required by California El 11 1:1 El U/ ❑ Building Code Section 1403.2 and California Energy Code Section 150, manufacturers installation instruction or local ordinance, whichever is more stringent. 5.407.2 Exterior Door protection. Primary exterior entries shall prevent water intrusion by use of nonabsorbent floor and wall finishes within 24" minimum around and perpendicular to openings plus one of the following: ❑ Installed awning minimum 4' depth. ❑ Roof overhang minimum 4' depth. ❑ E] 0 ❑ M/ EJ ❑ Door recessed minimum 4'. ❑ Other methods which provide equivalent door protection. El El El El El 5.407.2.2.2 Flashing. Installation of flashings integrated with a drainage plane. [Add rows for additional weather resistance and moisture management measures] Construction Wase Reduction' Dts ec..clin ' , '• rite ti s=`-me t4"A osal and 7 ;,: .+ 5.408.1 Construction waste management. Recycle and/or salvage for reuse a minimum of 50% ofthe nonhazardous construction waste in accordance with Section 5.408A.1, 5.408.1.2 or 5.408.1.3: or meet a local construction and demolition El El El EJ ❑ waste management ordinance, whichever is more stringent. [Add rows for additional construction waste reduction, disposal and recycling measures] �4- Buildin �n�e t�-�Z ' '47= Am M, WM ' 4 Compliance:_ Verification :Method • Category an. Lh c t ro n > . # r �— f0CO N (S ee No) U O c T Z' Q it w Q '5-.410:1 Recycling b'yoccupants ProAi:16:readily accessible a[eas ihatserveafie en tire-b.wldingcand are identified for the;,ElIT ❑ ❑ ❑. depositing,. storage and'.collection'of nonhazardous;_maleriWs lor.`recyclin'g. 5:410 2 Commissioning New buildings > 10;000 s' f::shall include commission ing16 th d.aesign and construction processes.lo. ❑ ❑ verily the building systems meet the ovyner s prolect.requiremen ts; [Addrows`for additional 6wldmg maintenance and operation measures] , : O E R sYw U q' +eaT ,� ...�'w' •`� ' r?: �$. �,�ax �:��a:�: gra , t :� .� � ' r Fireplace§i' t WE,, r ,,i v».ttl ., 5:.. � Y. Y1u•191t AHm r ,�; 5.503 1 Install only a direct'Jent sealed -combustion gas or sealed wood tiunvng fireplace ora `sealed woodstove and refer tq residenlia(requirements.in the CaAforiiia Energy CoCe;;7itle 24 -;Part 6 Subchapter 7 Section 150: ❑ ❑ ❑ ❑', ,5;503:1.1, Woodstoves':1Noodstoves.;shall.comply with uS EPA':Phase;ll;emission limits yam"'•I$d-''>a.. Ef F@. ;.'r v(nuy"15:. .... 3ia , n, ., ' F' , ": P - .. :.. - _,�k�:-•• , .'% nK.r. 4, =PollutantGontrol' zAyF i� : i} j P..r?a a �4� � yy Aif.gi`} C: ��a• sa: .s} iM,.' 2i}�,'t;YL f F� :'J ? t %'"'-1.- i tb �F• i.'y. A r uf�??trfir":9:65t: ,irF3� sui`-n ' ..,�vh i. .� ..� � 34�kk ��C�' ..±z��GA= �'ar' Lt!fitx.a .1 �� �:t's{r#:'�.�;^ 5:504.1 Temporary:ventilat* i on-Thepenrianent HVAC system hall onlybe used'dunng construction if necessary to condition.. 3 the building within the required. temperature range formatenal:and equipment installation , 'If the HVAC system s used during ❑ T �y ❑ construction', use return air filters wiih.a Minirrium Efficiency'Reporting' Value (MERV) of:8 .based'on ASHRAE E52.2-1999 orae,❑. average efficiency -of 30 percent based°on ASMRAE '52A.-.1 0.9i : Rdpl6'c&r:alIr filters.imrriediately prior to` occupancy or::at the _ ,. K . conclusion of construction when occupancy; condnuesAunng alteration ' 5:504 4 Finish Material pollutant control Finish mafenals shall comply: with Sections 5'504 4 1 through 5:504 4`4' ❑ ❑ ❑ ❑ ❑ -,[Addrows for:additional.pollutant•'control nieasuresj _ - :. ., .. ..r• -- •, f- �, ,,^k "�c ,"§1�;. `, 7 . '.`-e +'s,' t n•' 4` "rti "u tr...ie7�' r;Indoor Moisture andaRa ort=:Gontfo, t. �" i 3 1: „ ;�.,-`g � NOW, AR,�jn• r:, 'f 'i. >" x`1„ " # `s:�« ''e�':'•+'.. a �,a ya.yki'ik`:'Y.i.'.:-No- �,� xK�•y' }r .' yd.• =;va'ir.' .«.fiiJ;,'^w�`'..Ti':r:.3a�'..ta:.,.�`NP.R i..,. a..... .. ... - m • Ya. 7.. m'4.GS-`s�F� %ar �}i: m`ia.. ��lz'� :..,.a`+'�ideTa'�Cw>tRl!.'.�.F",Ylt'a:. 5.505:1: Indoormoisture;control Buildings shall meet or exceed the.proVi. ons of Cagfomra Building Coiie; CCR; Title<24, ❑ ❑ ❑ ❑, ❑ Part 2, Sections 1203 and: Chapter 14:1.. [Add rowsfor additional indoor moisture control measures]: �>:.:;,xx�aa�''�#•za"�,..�'."iYi�x"z�..;y5•.,." - aa-r--;-:..-e.�..�?.hi•�:.-,:'f.. _ �'.:.� - -?�R'°Y l i2tywn'.maR : �.,xv �rcy5 -. �,4*e'✓ f.U', rtt.--,TQG,`'SwA9 d E:.SxP§h'F3sL t1vh .`i� s �POf �. a Z iaz ,ri`x� ,aT<uu'>ra.j. ` s •_..::':. ' ,l�.�a'„ek•s. '. r1''C'' . e. • ii Y �a^izTo >s i4S: 'rt'r ri.'R,�{ .�GM :s»l e. e 3 xA a I I' RaE,•x 5.566 1 :Outside air delivery: For niechan callyor`naturallyV6h"1;ated spaces m buildings meet the minimum requirements of EJ El Section 12.1 of the Califorma EnergyCod6.ai d -Chapter 4 of CCR; Title 8 orlhe applicable -local code .whichever.is:more .'stringent. 5.506,2 CO2 Monitoring. Buildings equipp drwithDemand Conirol Ventilaiion; sensors shall"be specified; -and installed in a ❑:❑ a q mss' Compliance. Verification •Method - - - . . � Category:- � . • - - Plan ., .. Measure _ _ -r :' ' •o `� �. � >i cp:cL, (Ld.cati6nCD Sheet`"Nq )� • . ._ >.. ,wC C W —t y accordance with requirements4of 2013 California Energy Code`CCR Tit le.24 Part'6,;Sections 120(c)(4).' [Add rows for. additional -air. qualifv,.and.exhaust measures] «, . 3 ❑ ❑ ❑ ❑ ❑. ...- .;. ..,.'� "r.Y Mt � Se.R itN{�,gw•.. _, —. .. ,�. �f "w�:,i+I�'% .. .......Main ��'-Y.•tY'.iv iJ�K ?hJ�il1�j'� H`('.i� 2�I.ai},!A'��.+?h .+t � f }r}i. :°%^. 5:507:4'Acoustical control.; Employ.buildmg assemblie§ and coL.mponents wi(h STC values determined in accordance wifh, E 90 and ASTM E'413.or.OITC determined in accorda- ASTM E 1332 Using O 0 0. ❑ ❑ ASTM a:;with eightthe_prescriptive>..or. performance method in Sec tion 5.50714:1.'or5:507.4:2 [Add rows for additional environmental comfort measures] a o a a o Y .. �S�iR-'{�.^i�� :'CF `-qk`'. .. , .. _� -.. x 'v tom-, Outdoor Alr:4ualtt '. ,: "., _ T� °��I w�R .• t t�,�'"'S-ry`n„G$s. �� i R,s�$w• h: Q �; p�) ��u��,t�.tc�:d ±;• Aj i It ; a� .� ...�,,.�?�i�. t ;.�x.:�t��.�,��w:��:>n���,�.; ����r _ ..... - _ � .. ...,_ ..�, ,� ..'�.i� . M.,�� ���`�ic�:._' u:F 5:508:.1:Ozone depletion and greenhouse gas: reductions Installationsof HVAC refrigeration;ani! fire'suppression>+ .equipment shall comply with`Sections 5;5081.1 and 5 5ql 1 2. 5.508:1:1 :CFCs, ;Install HVAC and: refngeration equipmenLthat does not contain CFCs 5.508 2 Supermarketxefrigerant leak'reduction New;commeriiiat refrigerationaystemsshall;comply wdh fhis section m,retail r food -stores 8;- sf or largerc 5,508,2.1:Pi m Install �efngeration compliant with :CMC and accessible for leak detection.• :Q Q E •. ❑ .N ' 5,508.2.2 "Valves: Install re station brass -valves com liant'wdh GMC a ul •;ed with lure disk ressure defection. ,• 9 P q pP P P,. 5:508.2:1 Cases. Refrigerated cases conta ping.vinegar and salt shali�have.stainless steel or.corro' "' resistankcoated' , .evaporator coils: iAdd rows for td6ition tl 01ifdooi a,r.yualitv•rrrieasurefl . ' ' Q PERMIT # BUTTE COUNTY DEVELOPMENT S5F"CES REVIEWED FOR CODE'COMPLIANCE-�%,cls D L CALCULATIONS PACKAGE B1UILDER: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION JOB NUMBER: 15-B-48501 Ar TABLE OF CONTENTS %- I ' . - f. BUTTE _ COUNTY SEP 212016 DEVELOP,WNT SERVICES lel6-9,077 VIEWEDR VE FOR CODE COMPLIANC�P 2 L.015JAN 2.7 2017 ;;� ; ::.s,��_S cogs'-'►,� :: r..:l•::��P �., INTERWEST CONSULTING GROUP Original Design Completed thru Change Order # 1 ' Revision History Update Date Rev 4 Reactions Reason for Revision Pages Revised Revised Eng' Project Engineer: Samantha Fuentevilla (Fairview) Checking Engineer: Mustapha Chreeide Signing Engineer: Ronald Bennett, P.E. Page Design Criteria 1 Building Sketch 2 Design Summar 3-12, Design Loads & Reactions 13-23 Seismic Design 24-25 %- I ' . - f. BUTTE _ COUNTY SEP 212016 DEVELOP,WNT SERVICES lel6-9,077 VIEWEDR VE FOR CODE COMPLIANC�P 2 L.015JAN 2.7 2017 ;;� ; ::.s,��_S cogs'-'►,� :: r..:l•::��P �., INTERWEST CONSULTING GROUP Original Design Completed thru Change Order # 1 ' Revision History Update Date Rev 4 Reactions Reason for Revision Pages Revised Revised Eng' Project Engineer: Samantha Fuentevilla (Fairview) Checking Engineer: Mustapha Chreeide Signing Engineer: Ronald Bennett, P.E. BUILDING COMPANY ACCREDITED An NCI Company A64ust,31; 2016 GINNO CONSTRUCTION 2379 DURHAM DAYTON HIGHWAY DURHAM, CA 95938 15-B-48501 GINNO CONSTRUCTION DURHAM, CA 60'-0" x 200'-0" x 17'-6" x 20'-0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirem'7 it f • ; 4 � ,^ This certification does note,coyer-'f-i,eld in6'd'ificat16ns or the design of materials not furnished by Metallic Building Systems. The attached design criteria information i's'`'to remain with and form part of this Letter of Certification. The calculations and the metal,;.bu-ildingV,--they,,represent are the product of Metallic Building Systems or a division of°'its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Ronald W. Bennett, P.E. Chief Design Engineer 15-B-48501 Sep 9 2016 Page 1 of 2 4 BUILDING COMPANY ACCREDITED An NCI Company A64ust,31; 2016 GINNO CONSTRUCTION 2379 DURHAM DAYTON HIGHWAY DURHAM, CA 95938 15-B-48501 GINNO CONSTRUCTION DURHAM, CA 60'-0" x 200'-0" x 17'-6" x 20'-0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirem'7 it f • ; 4 � ,^ This certification does note,coyer-'f-i,eld in6'd'ificat16ns or the design of materials not furnished by Metallic Building Systems. The attached design criteria information i's'`'to remain with and form part of this Letter of Certification. The calculations and the metal,;.bu-ildingV,--they,,represent are the product of Metallic Building Systems or a division of°'its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Ronald W. Bennett, P.E. Chief Design Engineer 15-B-48501 Sep 9 2016 Page 1 of 2 BUILDING COMPANY ACCREDITED An NC[ Company 7.: AG472; " Building Code ....................... CBC 13 Risk Category ......................... II - Normal Roof Dead Load Superimposed .................... 2.000 psf Collateral ...................... 1 psf Roof Live Load....... ................ 12/20.00 psf Snow Ground Snow Load (Pg)........... 0.0000 psf Snow Load Importance Factor (Is) 1.0000 Flat Roof Snow Load (Pf)........ 0 psf Snow Exposure Factor (Ce)....... 1.0 Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed ................ 110 mph Nominal Wind Speed (Vasd).......... 85 mph (IBC Section 1609.3.1) Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0.00/0.00 Loads for components not provided by building manufacturer Car-ner--Areas-- 2-1-._327 .psf-pressure =29:799--psf--suction_ -- Othe-r--Areas- _21-.-327__psf__pressure _-23.-460_-ps.f suction--; These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class ...:............. D Stiff Soil Ss .............................. 0.6120 g Sds ..... 0.5346 g S1 .............................. 0.2720 g Shc ..... 0.3366 g Analysis Procedure .............. Equivalent Lateral Force Column Line All All(Front) All(Back) Basic Force Resisting System C4 C4 B3 Response Modification Coefficient (R) 3.25 3.5 3.25 System Over -Strength Factor (Omega) 3.0000 3.0000 2.0000 Seismic Response Coefficient (Cs) 0.165 0.153 0.165 Design Base Shear in kips (V) Transverse 11.47 Longitudinal 9.63 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System 15-B-48501 Page 2 of 2 METALLIC BUILDING COMPANY 7301 FAIRVIEW HOUSTON TX 77041 STRUCTURAL DESIGN CALCULATIONS FOR GINNO CONSTRUCTION 2379 DURHAM DAYTON HIGHWAY DURHAM, CA 95938 GINNO CONSTRUCTION 2379 DURHAM DAYTON HIGHWAY DURHAM, CA 95938 15-B-98501 BUILDING LAYOUT Width (ft)= 60.0 Length (ft)= 200.0 Eave Height (ft)= 17.5/ 20.0 Roof Slope (rise/12 )= 0.50 BUILDING LOADS Roof Dead Load (psf )= 2.0 Wall Dead Load Left Endwall (psf )= 2.0 Right Endwall (psf )= 2.0 Front Sidewall(psf )= 2.0 Back Sidewall(psf )= 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collateral Load (psf )= 1.0 Wind Speed (mph )= 110.0 Wind Code = CBC 13 (IBC 12) Closed/Open = O Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 0.80 , ------------------------------- Designer Detailer SAF 8/31/16 y - a HOT ROLLED RAFTER WITH BACK UP PLATE 2 Bolts Unless Noted 2r-4" on Erection Drawings Burlin / Girt Clip Shop Welded F'SC,1 L O 0 O Flange Bruce Clip SC-2�\�° �Q 0 All Bolts are 1/2" x1 1/4j A3,25 Mithout. Vilashers Wn. e Brace Detail 3 7 METALLIC BUILDING COMPANY 7301 FAIRVIEW HOUSTON TX 77041 FRAMING SUMMARY FOR GINNO CONSTRUCTION 2379 DURHAM DAYTON HIGHWAY DURHAM, CA 95938 GINNO CONSTRUCTION 2379 DURHAM DAYTON HIGHWAY DURHAM, CA 95938 15-B-48501 BUILDING LAYOUT Width (ft)= 60.0 Length (ft)= 200.0 Eave Height (ft)--, 17.5/ 20.0 Roof Slope (rise/12 )= 0.50 BUILDING LOADS Roof Dead Load (psf )= 2.0 Wall Dead Load Left Endwall (psf )= 2.0 Right Endwall {psf )_ 2.0 Front Sidewall(psf )= 2.0. Back Sidewall(psf )= 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collateral Load (psf )= 1.0 Wind Speed (mph )= 110.0 Wind Code CBC 13 (IBC 12) Closed/Open = 0 Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) 0.80 ------------------------------- Designer : Detailer : SAF 8/31/16 0 4 -------------- 15-B-48501 FRAMING SUMMARY: Roof 8/31/16 2:06pm PURLIN LAYOUT: -------------- Surface Purlin Surf Ext Stub-Purlin Total Peak-Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ---- ----- ----- ----- ----- --- 2 ZB 0.00 0.00 N N 12 0.00 4.62 12 PURLIN LOCATION: ---------------- Surface Purlin Surf Id Id Offset Space ------ ------ ------ ----- 2 1 4.62 4.62 2 9_.24 4.62 3 13.86 4.62 4 18.48 4.62 5 23.10 4.62 6 27.72 4.62 7 32.34 4.62 . 8 36.96 4.62 9 41.57 4.62 10 46.19 4.62 11 50.81 4.62 12 55.43. 4.62 60.05 4.62 PURLIN & EAVE STRUT: -------------------- Surface Bay-Purlin Lap- IS_Flg Eave_B_SW Eave_F SW Id Id Part Left Right Strap Strut Strut ------- ----------- ------ ------ ------ -------- -------- 2 1 8X25Z13 3.00 0 8ES1L14 8ES1H14 2 8X25Z13 3.00 3.00 0 8ES1L14 8ES1H14 3 8X25Z16 3.00 3.00 0 8ES1L14 8ES1H14 4 8X25Z16 3.00 3.00 0 8ES1L12 8ES1H14 5 8X25Z16 3.00 3.00 0 8ES1L13 8ES1H13 6 8X25Z16 3.00 3.00 0 8ES1L14 8ES1H13 7 8X25Z13 3.00 3.00 0 8ES11,14 8ES1H14 8 8X25Z13 3.00 0 8ES1L14 8ES1H14 ROOF BRACING: ------------- Bay Attach_Locate Id Start End Type Part Dia --- ------ ------ ------------- ----- 4 0.00 18.46 Rod WR0800 0.500 18.46 41.54 Rod WR0800 0.500 41.54 60.00 Rod WR0800 0.500 7 0.00 18.46 Rod WR0800 0.500 18.46 41.54 Rod WR0800 0.500 41.54 60.00 Rod WR0800 0.500 BOLT AT EAVE STRUT: ------------------- Wall Frame _Line Lap ------- Bolt -Size ------ Id Id Type Plate No. Type Dia Washer ---- -- ---- ----- --- ----- ----- ------ 5 2 1 EW - 2 A325 0.500 0 2 2 RF N, 2 A325 0.500 0 2 3 RF N 2 A325 0.500-•'0 r � 2 4 RF N 2 A325 0.500 0 2 5 RF N 2 A325 0.500 0 :2 6 RF N 2 A325 0.500 0 2 7 RF N 2 A325 0.500 2 2 8 RF N 2 A325 0.500 2 2 9 EW - 2 A325 0.500 0 4 1 EW - 2 A325 0.500 0, 4 2 RF N 2 A325 0.500 0 4 3 RF N •2 A325 .0.500 0 4 4 RF Y 4 A325 -0.500 0 4 5 RF Y 4 A325 0.500 .0 ' 4 6 RF N 2 A325 0.500 2 4 7 RF N 2 A325 0.500 2 4 8 RF N 2 A325 0.500 2 4 9 EW - 2 A325 0.500 0 PURLIN ANTI -ROLL: ----------------- Surf Line Ds_ARoll No. Id Id AntiRoll Type Id Purlin- Pu,rlin Id 2 L EW Clip w/gusset @001 2 6 12 2 RF Clip w/gusset @004 2 6 12' 2 R_EW Clip w/gusset @001 2 6 12 15-B-48501, t FRAMING SUMMARY: Left Endwall ------------ 8/31/16 2:06pm RAFTER: , Surf Id Id Part Length ------ Rafl ---- 2 --=----- ------ W8X10 35.06 r Raf2 2 W8X10 24.99 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row.Space Row Space 2 35.03 M 6.00 0.375 A325 .0.625 3.50 2 4.00 2 4.00 COLUMN:, Grid Base Id Offset Line Part Length Elev Coll 0.67 D W8X18 16.17 0.00 Co12 20.00 C W8X18 16.98 0.00 Co13 40.00 B W8X18 17.81 0.00 Co14 59.33 A W8X18 18.62 0.00 BASE PLATE: ----------Plate-------- -----Anchor Bolt----- Base_Clip_Bolts Id ------ Type Width ---- ----- Length Thick ------ Type Dia Gage ----- Row No. Type Dia Coll S3 ----- 6.00 8.50 0.375 ----- GR36 ----- 0.625 3.00 --- --- ----- ----- 2 0 Colt S3 6.00 8.50 0.375 GR36 0.625 3.00 2 0 I I I � I C J ' f I I r � i i I , { 6 1 Co13 S3- 6.00 8.50 0.375 GR36 0.625 3.00 • 2 0 Co14 S3 6.00 . 8.50 0.375 GR36 0.625 3.00 2 0 CAP PLATE:. -----Bolts----- Id No. Type Dia ------ --- ----- ----- Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 Co14 4 A325 0.500 GIRT: Girt IS Flg Type Strap ZF 0 GIRT LOCATION: -------------- Bay No. Girt -Location Id Girt 1 0 2 0 3 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 2 0.00 17.81 Rod WR0800 0.500 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-48501 FRAMING SUMMARY: Right Endwall 8/31/16 2:06pm -------------------------------------------------------------------------------- RAFTER: Surf Id Id Part Length Rafl 2 W8X10 24.99 Raft 2 W8X10 35.06 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- --=-- --- ----- --- ----- 2 25.02 M 6.00 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev ------ ------ ------------ ------ ----- Coll 0.67 A W8X18 18.62 0.00 Co12 20.00 B W8X18 17.81 0.00 Co13 40.00 C W8X18 16.98 0.00 Co14 59.33 D W8X18 16.17 0.00 7 BASE PLATE: ----------Plate-------- ----- Anchor—Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia Coll S3 6.00 8.50 0.375 GR36 0.625 3.00 2 0 F Co12 S3 6.00 8.50 0.375 GR36 0.625 3.00 2 0 +' Co13 S3 6.00" 8.50 0.375 GR36 0.625 3.00 2, 0 Co14 S3 6.00 8.50 0.375 GR36 0.625 3.00 2 0 CAP PLATE: ----Bolts----- Id No. Type. Dia l} Coll' 4 A325 0.500 i Co12 4 A325 0.500 Co13 4 A325 0.500 Co14 -4 A3250.500 ` GIRT: Girt IS Fig Type Strap f - ----- ZF0 GIRT LOCATION: -------------- Bay No. Girt—Location , Id Girt 1 0 2 0 3 0 WALL BRACING: ------------- Bay Brace_Height Id. Bot . Top Type Part Dia 2 0.00 17.81 Rod WR0800 0.500 ------------------------------- 15-B-4850 1 FRAMING SUMMARY: Front Sidewall 8/31/16 2:06pm ---------------------------------------- GIRT: Girt Bay --Girt Lap-- IS Flg Type Id Left Right Strap + ` ZB 1 2 s 3 4 5 6 7 e 8 GIRT LOCATION: -------------- t. 8 Bay No. Girt—Location Id Girt 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 WIND BENT: Bay Column Web_Depth- Rafter Id Height Part Start End I Part --- -------------- ----- ----- -------- 4 18.83 W15853 15.00 15.00 W15853 . WIND BENT SPLICE: ----------------- Bay -----------Bolts----------- Id Width Thick Type Dia Gage Row Space --- ----- ----- ----- ----- ----- --- ----- 4 8.00 0.625 A325 0.750 3.00 4 4.00 ------=-------------------------------------------------------------------------- ------------------------------------------------------------------------------- 15-B-48501 FRAMING SUMMARY: Back Sidewall 8/31/16 2:06pm -------------------------------------------------------------------------------- GIRT: Girt Bay--Girt_Lap-- IS_Flg Type Id Left Right Strap ---- --- ----- ----- ------ ZB 1 2 3 4 5 6 7 8 <. GIRT LOCATION: Bay No. Girt—Location Id Girt 1 0- 2 0 3 0 4 0 5 0 6 0 7 0 8 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 5 0.00 17.50 Rod WR1400 0.875 9 -------------------------------------------------------------------------------- 15-B-48501 FRAMING SUMMARY: Rigid Frame 1 8/31/16 2:06pm LAYOUT: Type RF No. Line 7 Frame Line Id 2 3 4 5 6 7 8 Grid Line Id 2 3 4 5 6 7 8 MEMBER: r Surf-.Mem Seg Flange Flange '-Web Depth- -Plate_Thickness- Id Id Id Part Length Width Sart, End Web 0 -fig I-flg 1 1 1 10.00 6.00 9.00 15.92 0.156 0.250 0.375 1 1 2 6.82 6.00 15.92 20.00 0.156 0.250 0.500 2 2 3 7.78 6.00 21.00 17..22 0.156 0.250 0.250 2 2* 4 5.00 6.00 17.22 15.00 0.134 0.250 0.250 2 3, 5 10.00 6.00 15.00 15.00 0.134 0.250 0.250 2- 3, 6 10.00 6.00 15.00 15.00 0.156 0.313 0.250 2 3' 7 10.00 .6.00 15.00 15.00 0.134 0.250 0.250 2 4 8 5.00 6.00 15.00 18.01 0.134 0.250 0.250 2 4 9 7.50 6.00 13.01 23.00 0.156 0.250 0.313 3 5 10 9.26 6.00 20.00 15.05 0.156 0.375 0.625 3 5 11 10.00 6.00 15.05 9.00 0.156 0.250 0.500 SPLICE: -Surface ---Plate--- Bolt Bolt Bolt ---Top--- -=Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space 2 0.00 VEE 6.00 0.500 A325_ 0.750 3.00 2 4.00 2 4.00 2 15.05 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 2 45.05 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip ---- ------ ------------ ------ 2 1 1 L2X2X14G ` 2 3 1 L2X2X14G 2 5 1 L2X2X14G 2 7 1 L2X2X14G 2 9 1 L2X2X14G 2 11 1 L2X2X14G 2 12 1 L2X2X1/8 BEARING STIFFENER: " ------------------ Locate Width Thick ' 10 Lt Column 2.50 0.250. Rt Column 2.50 0.250 v M 11 a Mai; -ems 3 V m a } �o ---------=---------- c.W 9-0 V d s $_ d Fr E I $ I c r" I 7` I M C-4 I I z � � I I I F U N � I I N En oz U 3 V m a ----------------------- 15-B-48501 Design Loads For Building Components: 8/31/16 2:06pm FRONT SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind-Load-Ratio Zone Col/• Wind Deflect Factor Width Girt Panel Jamb 23.7 0.43 0.60 0.00 1.00 1.00 1.00 WIND PRESSURE/SUCTION': Wind Wind Wind Press Suct Long 16.4 -18.3 Girt/Header 21.3 -23.5 Panel 16.4 -18.3 Jamb 0.0 0.0 Parapet BACK SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind-Load-Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 23.7 0.43 0.60 0.00 1.00 1.00 1.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 16.4 -18.3- Girt/Header 21.3 -23.5 Panel 16.4 -18.3 Jamb 0.0 0.0 Parapet LEFT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Load Wind• Deflect Factor Width Girt Panel Jamb 2.0 1.0 19.0 0.0 0.0 23.7/ 0.43 0.60 0.00 1.08 1.27 1.08 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.21 1.16 0.00 0.00 WIND PRESSURE/SUCTION: - Wind Wind Press Suct 16.4 -18.3 Column 16.4 -18.3 Girt/Header 16.4 -18.3 Jamb 21.3 -23.5 Panel 34.6 -23.0 Parapet. 13 34.6 -23.0 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind -1 Wind -2 Wind _2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.58 -0.39 0.00 0.00 2 -0.43 -0.43 -0.94 -0.94 -0.97 -0.49 -1.02 0.00 3 0.00 0.00• 0.00 0.00 -0.41 0.55 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add Snow- Wind 1 Wind 2 Long -Wind Column -Wind Long Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis 29 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'0.00 0.00 0.00 0.00 0.00 O.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 5. 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 O.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 O.00 16 0.60 0.00 0.00 0.00 0.00 0.00 O.CO 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 O.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 O.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 O.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 O.00 22 1.07 1.07 0.00 0.00 0.00 0.'00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 23 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 25 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 26 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.5--- 28 0.5328 0.53 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 29 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind -2 Long Aux Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 20 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 18 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 14 19 1.00 1.00 0.01' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 20 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 AUXILIARY LOADS: No. Aux Aux No. Add -Load Aux Id Name Load Id Coeff 4 1 E1PAT_LL_l 2 1 1.00 2 1.00 2 E1PAT_LL_2 2 2 1.00 3 1.00 3 E1PAT_LL_3 2 1 1.00 3 1.00 4 E1PAT_LL_4 1 2 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co Dll D12 Dist 3 1 2 U_LIVE D -0.24 -0.24 0.04 0.00 20.02 2 2 U_LIVE D -0.24 -0.24 0.04 20.02 40.03 3 2 U_LIVE D -0.24 -0.24 0.04 40.03 60.05 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- - ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 30.03 1.00 60.05 2.40 WINDRI - 2 •2 30.03 2.40 60.05 1.00 WINDL2 R 2 2 30.03 1.00 60.05 0.55 WINDR2 R 2 2 30.03 0.55 60.05 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind _Load -Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 1.0 19.0 0.0 0.0 23.7 0.43 0.60 0.00 1.08 1.27 1.08 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.21 1.16 0.00 0.00 WIND PRESSURE/SUCTION: .Wind Wind - Press Suct_ 16.4 -18.3 Column 16.4 -18.3' Girt/Header 16.4 -18.3' Jamb + 21.3 -23.5 Panel 34.6 -23.0' Parapet _.,34.6 -23.0• Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind -1 Wind -2 . Wind -2 Long Surface Id . Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.55 -0.41 0.00 0.00 2 -1.02 -1.02 -0.51 -0.51 -0.49 -0.97 -1.02 0.00 3 0.00 0.00 . 0.00 0.00 -0.39 0.58 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add-Snow- Wind 1 Wind -2 Long -Wind Column_Wind Long Trar. . No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis 15 O u u u u u u u u u u u u u u u u u u u u u u 1•, 1.1 1•, 01 u u o o 0 0 0 o 0 o o o o o o o 0 o o o 0 o o r r :n Lo Ln o r r . . . . . . . . . . C. . C. . . C. . . . . C. C. . C. . . C. . C. O o O o O O o o O O o o O o o O o o O O O 0 0 0 0 0 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O N LO N u) 0 0 N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O 99 c a• c c c 7 c c 99 lO 1fl 1D to 10 10 0 0 0 0 99 99 00000000000000000000000000000 00000000000000000000000000000 O O O O O O O O O O O O O�I-o O O O O O O O O O O O O O O 00000000000000000000000000000 00000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 lO O lO O O O O O O O O O O O O 00000000000000000000000000000 00000000000000000000000000000 o O o 0 o O. o 0 o. O o. o O 10 o. io 0 o O. O o 0 o O O. o 0 0 0. 00000000000000000000000000000 O O O O O O Ln O O O Ln LOLOO O O O O O O O O O O O o O O O O O O o O O c O O O c c 7 O o o O o O o. io O O O O O O O O 00000000000000000000000000000 O O O O O LOo LOLOLOO O O O O O O o O O O o O 0 0 O 0 O O OOOOo c Ove c 79999900091o9OO99O9OO 00000000000000000000000000000 00000000000000000000000000000 0 09 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0� o O o 0 0 0 o . o 0 00000000000000000000000000000 00000000000000000000000000000 O O O O o 0 o O o o O o o O o 0 o io 0 0 0 0 0 0 0 0 0 0 0 00000000000000000000000000000 00000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O O o O o O o o O o 0 0 o O o o O O o 0 0 o O O O O O M M O O O O :n o 0 LOO O o O o O o 0 o 0 0 0 0 0 0 0 O o 0 0 0 o O o O r. o 0 1r o 0 o O O o 0. o O o 0 0 0 0 0 0 00001-4000000000000000000000000 0 0 0 0 0 0 0 o r o o r o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . ... . . 0 0 o H o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u7 u'1 u7 N N u) O O O O O O O O O O O O O O O O 0 0 0 0 0 0 o r r r r r r o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O1 O• H H H O• O• O• o, O, O• O• O• O• O• O• O• O' O• O• O• O• O• O• O• O• O• O• O• 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000000000000000 -04400000000000000000000 ro v 0 0 0 0 O O O o O 0 o O o 0 o O 0 0 0 O 0 0 14U0000000000000000-4-41-4-4 I x' �•O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .-i N M q• U) 00000000000000000000 v 00000000000000(D000000 1 1 1 0)'000000000000000000000 c c o o o o o o o o io o o o o o o o o o o o 0.-1 14 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +J 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 O 0 0 .c o o o o o o o ko 00000000000 o N I'I 0 0 0 0 0 0 O O O O O O O O O O O O O O :a .,.1 4J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 344000 .0 001D 0000000000000 v . . C. . . . C. . C. . . . . . . . . . . . :-] o 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 +J o 0 0 0 0 0 O o 0 O o 0 0 0 0 0 0 O 0 0 400000-1000000000000000 I -H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 va c •H -W o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 44 0 0 0 0 �O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N a O O O O O O O O O O O O O O O o 0 o O O c o 0 0 0 0 o U c:" o O 0 0 0 u 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 x00000000000000000000 t v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 r 0 0 0 0 0 0 0 0 0 o O o 0 o O o o O o O c H 00 O H 000 o 0 O o O O o o O 0 00 0 UI U) "0 4J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "04400000000000000000000 X00-100000000000000000 1 ❑ 3 0 0 0 0 o O o 0 o O 0 O o O o 0 0 0 o O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c. . . . . . . . . . . . . . . . . . . . cn 0 .-I ri H 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 O O O O O u1 u7 O O O O O O O O O O O O O 0 0 o u) u) O O o o v 0 0 0 0 0 0 0 0 0 0 0 0 LO u7 O o 1-1 H H r -I 0 0 0 0 o r r o 0 0 0 0 0 0 0 0 0 o O o 0 0 o r r o o o o p O o o o o o o o o o o o r r o o o o o o -H � O O O O o o O o O O o o O O O O o 0 o O o 0 0 o O o O O a 14 rl 0 0 0 0 0 0 0 0 0 0 0 0 o O O O o O O O O O O O O O O O O O O O O O o 0 0 0 0 0 r r u'7 u) N u) O O O H o o O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1400000000000000000000 O .-i 14 r1 e-1 r-1 H 1-4 1--1 --1r-1 1-1 H 1-4 0 0 0 0 0 0 0 0 1-1 1--1 H .-i r-1 ri O O Z u H H H H O O O O O O H r -I H H O O H H H H O o O o o o o o o o o o o o o o o o O o o o r r Ln Lo Lo u-) M M H v o o o o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .O O O. O- O l0 l0 l0 - lO . . l0 lO 0 0 0 0 0 0 Ln L � U) ro 0 0 0 0 �O �O to 'o 'o 'o O O O O O O O 0 9 9 9 9 9 9 9 9 w v H H H ri H H r -i ri H H H H H O O O O O O O O H H r-1 H H r-1 O O ❑ ❑ H H H H O O O O O O H H r -I ri O O ri ri H H a H N M a• Lo l0 r W m O ri N M r u) ,.O r Co m O r-1 N M v u) w r oD of W 'O H N M C• u7 \O r O m O ri N M C• u1 lD r O M O H 1-1 ri H H 1-1 H -1 H H N N N N N N N N N N E "O H H H H r -I H H H H H H N w ro rn a o 00 N a z N 4-400000O0 •0 w o 0 0 0 O O O 100 O O r r r H r a I u b f� b ri N N M H M N H . �o O (z N 2 140 H a a E- U) U) x E a ❑ 7 ro N FC FC z W O a x H H O �5 c x 2 r� 0 N N H N M v co ADDITIONAL LOADS: No. Add Loc Basic Load Fx Add Id Id Load Type W1 3 1 2 U_LIVE D -0.24 2 2 U_LIVE D -0.24 3 2 U_LIVE D -0.24 STEPPED LOAD COEFFICIENTS: Basic Location No. ------ No. Load Use Id Step Locate WINDLI - 2 2 30.03 WINDRI - 2 2 30.03 WINDL2 R 2 2 30.03 WINDR2 R 2 2 30.03 ROOFDES:, Fy Mom IX Y W2 Co Dll D12 -0.24 -0.04 0.00 20.02 -0.24 -0.04 20.02 40.03 -0.24 -0.04 40.03 60.05 Coef Locate Coef 1.00 60.05 0.42 0.42 60.05 1.00 1.00 60.05 1.83 1.83 60.05 1.00 Conc Dist ------------- Locate Coef BASIC LOADS.:-� Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.0 1.0 20.0 0.0 0.0 23.7 0.43 0.60 0.08 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 16.0 -27.4 Purlins 16.0 -27.4 Gable Extensions 16.0 -27.4 Panels 30.7 0.0 -24.2 Long Bracing, Building 30.7 0.0 Long Bracing, Wall Edge Zone 35.5 23.7 19.0 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 10.00 0-00, f-.00 '1.00 11..00 "1.-00' 2 <6:00 6.00 1.60 1.53 1.50 1.54 3 � _0 00 -6.00 1.60 1.53 2.00 3.00' 9 6.00 0.00, 1.60 1.53 2.00 - -3-:00 5 0.00 X6.00 1.60 1.53 2-00 3.00 6 6.00 0:00 1.60 1.53 2_.00 3:_00' EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load---Add_Snow- Wind Wind Aux -Load Id No. id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00' 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 BRACING DESIGN LOADS: 17 --Load---Add-Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0..00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 0 0.00 4 1.00 1.00 0.00 1.00 1.00 O.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.60 0.00 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 11 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 12 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 13 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 14 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.0 1.0 12.0 0.0 0.0 23.7 0.43 0 BASIC LOADS AT EAVE: Seismic Weak_Axis_L Weak_Axis R --Torsion--`--EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis, 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Long -Wind Surface Id Left Right Left Right 1 2 Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.43 -0.43 -0.94 -0.94 -0.84 0.43 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DESIGN LOADS: -Load- ---Live-----Add Snow- --wind_1---Wind-2- Long -Wind --Seismic- No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran 84 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 C.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 1.00-0.00 0.00 0.00 0.00 0.00 0.00 0.00 L0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 1.00.1.00 0.00 0.00 0.75 0.75 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 1.00 1.00 0.00 0.00 0.75 0.00- 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 1.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 .0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 25 1.00 0.00 0.00 0.00 0.0.0 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 18 Aux - Temp Id 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 33 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 34 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 35 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 36 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 39 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 42 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 45 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 46 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 47 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 48 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 49 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 50 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 51 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 52 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 53 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 54 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 56 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 57 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 58 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 59 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 60 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 69 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 70 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 71 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0' 72 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 73 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 74 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 75 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 76 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 77 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 78 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0 79 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 80 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0 81 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 82 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 83 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 84 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 30.03 1.00 60.05 2.40 19 ----------------------------------- 15-B-48501 Reactions, Anchor Bolts, & Base Plates: 8/31/16 2:06pm ------------- ----- ----------Foundation_Loads(k )-------------- ----------------- Frame Col Max_Pos_Val Max _Neg_Val Anc._Bolt Base -Plate Line Line Id Horz 'Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- -- ----- ----= ----- ----- 1_ D 4 0.0 -1.2 4 0.0 -1.2 4 0.625 6.00 8.50 0:375 5 0.0 2.7 1 C 6 1.8 -4.2 7 -1.6 -2.9 4 0.625 6.00 8.50 0.375 5 0.0 6.6 6 1.8 -4.2 1 B 8 1.9 -3.7 7 -1.7 -3.7 4 0.625 6.00 8.50 0.375 5 0.0 6.6 8 1.9 -3.7 , 1 A 9• 0.0 -1.2 9 0.0 -1.2 4 0.625 6.00 8.50 0.375 5 0.0 2.8 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ---- 9 A 9 0.0 -1.2 9 0.0 -1.2 4 0.625 6.00 8.50 0.375 5 0.0 2.8 9 B 8 1.9 -3.7 7 -1.7 -3.7 4 0.625 6.00 8.50 0.375 5 0.0 6.6 8 1.9 -3.7 _•_. 9 C 10 1.8 -4.2 7 -1.6 -2.9 4 0.625 6.00 8.50 0.375 5 0.0 6.6 10 1.8 -4.2 9 D 4 0.0 -1.2 4 0.0 -1.2 4 0.625 6.00 8.50 0.375 5 0.0 2.7 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 2* D 1 6.9 17.9 2 -3.8 -13.7 4 0.750 6.00 10.00 0.375 2* A 2 4.5 -7.7 1 -7.2 13.6 4 0.750 6.00 10.00 0.375 1` -7.2 13.6 3 3.9 -8.2 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- ----------------------------------------------------------------------------- 2* Frame Line`s:2 3 4 5 6 7 8 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 Dead+Collateral+0.75Live+0.45Wind_Long2 2 0.6Dead+0.6Wind_Longl 3 0.6Dead+0.6Wind_Leftl 4 0.6Dead+0.6Wind Rightl+0.6Wind_Suction 5 Dead+Collateral+Live 6 0.6Dead+0.6Wind Left2+0.6Wind Suction 7 0.6Dead+0.6Wind Pressure+0.6Wind_Longl 8 0.6Dead+0.6Wind Suction+0.6Wind_Longl 9 0.6Dead+0.6Wind Leftl+0.6Wind Suction 10 0.6Dead+0.6Wind Right2+0.6Wind Suction -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-48501 Bracing Reactions Report: 8/31/16 2:06pm BUILDING BRACING REACTIONS: -------------------- 7 ------ ------ Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel Shear(lb/ft) 21 Loc Line Line Horz Vert Horz Vert Wind Seismic Notes ---- ----------- ----- ----- ----- ----- -------------- - - - - a , L_EW 1 C B 3.04 2.71 0.89 0.79 F SW A 4 5 (a) R EW .9 B C 3.04 2.71 0.89 0.79 B SW D 5 4 16.95 10.62 4.99 3.13 (a)Wind bent in bay WIND BENTS: ------- Reaction(k.) ------ --- Wall-- Col ----Wind---- ---Seismic-- Anc Bolt --Base Plate(in)--- Loc- Line Line Horz Vert Horz Vert No Dia Width Length Thick ----- F-SW A 4 ,5 8.53 13.73 2.32 3.73 - 4 0.750 8.000 15.63 0.375 Reaction values shown are unfactored. Maximum load combination factors are: Wind 0.60 Seismic:. 0.70 -------------------------------------------------------------------------------- 15-B-48501 Additional Reactions Report: 8/31/16 2:06pm a Rigid Frame Column Reactions(k ) Frame Col ----Dead--- Collateral ----Live--- Wind Leftl Wind Rightl .Line Line Horz Vert Horz Vert Horz Vert Horz Vert 'Horz Vert' 2* D 1.1 2.4 0.4 0.7 4.9 9.0 -6.4 -9.8 -6.4 -15.4 2* A -1.1 2.5 -0.4 0.8 -4.9 9.0 7.5 =16.1 7.5 -10.6 Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2-Seis_Left- .Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* D -6.4 -14.5 -6.4 -10.6 -7.4-25.1 3.8 -3.2 -1.0 -0.5 2* A 7.5 -11.3 7.5 -15.3 .-8.6 -15.3 -9.4 7.9 -0.8 0.5 Frame Col-Seis_Right-Seis_Long- Line Line Horz Vert Horz Vert 2* D 1.0 0.5 0.0' -4.1 ' 2* A 0.8 -0.5 0.0 0.0 ------------------------------------------------------------------------------ 2* Frame Lines:2 3 4 5 6 7 8 Endwall Column Reactions(k ) ----------------------------- Frame Col Dead Collat Live Wind Leftl Wind Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert i 22 ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 D 0.6 0.'1 2.0 0.0 -1.1 0.0 -2.6 0.0 -2.4 1 C 1.1 0.3 5.2 0.0 -2.4 0.0 -6.1 2.0 -8.1 1 B 1.1 0.3 5.2 0.5 -7.0 0.5 -3.4 0.0 -4.6 1 A 0.6 0.1 2.0 0.0 -2.6 0.0 -1.1 0.0 -2.4 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 D 0.0 -1.3 0.0 0.0 0.0 -2.6 0.0 1.1 1 C 0.0 -0.4 -2.7 3.1 0.0 -5.9 0.3 2.5 1 B 3.0 -5.9 -2.9 3.2 0.8 -7.3 0.0 3.1 1 A 0.0 -1.3 0.0 0.0 0.0 -2.6 0.0 1.1 Frame Col Seismic -Left Seismic -Right -E1PAT_LL_1--E1PAT_LL_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ---- ----- ----- 1 D 0.0 0.0 0.0 0.0 0.0 1.9 0.0 -0.2 1 C 1.2 -1.0 0.0 1.1 0.0 5.6 0.0 2.2 1 B 0.0 1.0 1.2 -1.0 0.0 2.2 0.0 5.7 1 A 0.0 0.0 0.0 0.0 0.0 -0.2 0.0 1.9 Frame Col-E1PAT_LL_3--E1PAT_LL_4- Line Line Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- 1 D 0.0 2.3 0.0 -0.3 1 C 0.0 2.5 0.0 2.6 1 B 0.0 2.6 0.0 2.7 1 A 0.0 2.3 0.0 -0.3 ------------------------------------------------------------------------------ Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 9 A 0.6 0.1 2..0 0.0 -2.6 0.0 -1.1 0.0 -1.3 9 B 1.1 0.3 5.2 0.5 -7.0 0.5 -3.4 3.0 -5.9 9 C 1.1 0.3 5.2 0.0 -2.4 0.0 -6.0 0.0 -0.4 9 D 0.6 0.1 2.0 0.0 -1.0 0.0 -2.6 0.0 -1.3 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 9 A 0.0 -2.4 0.0 0.0 0.0 -2.6 0.0 1.1 9 B 0.0 -4.6 -2.9 3.2 0.8 -7.3 0.0 3.1 9 C 2.0 -8.1 -2.7 3.1 0.0 -5.9 0.3 2.5 9 D 0.0 -2.4 0.0 0.0 0.0 -2.6 0.0 1.1 Frame Col Seismic _Left Seismic Right -E2PAT_LL_1--E2PAT_LL_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 9 A 0.0 0.0 0.0 0.0 0.0 1.9 0.0 -0.2 9 B 1.2 -1.0 0.0 1.0 0.0 5.7 0.0 2.2 9 C 0.0 1.1 1.2 -1.0 0.0 2.2 0.0 5.6 9 D 0.0 0.0 0.0 0.0 0.0 -0.2 0.0 1.9 Frame Col-E2PAT_LL_3--E2PAT_LL_4- Line Line Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- 9 A 0.0 2.3 0.0 -0.3 9 B 0.0 2.6 0.0 2.7 9 C 0.0 2.5 0.0 2.6 9 D 0.0 2.3 0.0 -0.3 23 7 .------------------------------------------------------------------------------ 15-B-48501 Seismic Design Report: 8/31/16 2:06pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Building Data Code =IBC 12 Length = 200.00 Width = 60.00 Left Eave Height = 17.50 Right Eave Height = 20.00 Seismic Formula --------------- Base Shear,- V 0.667*Ie*Fa*Ss-W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.308 T(Braced_Frame) = 0.189 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.802 Zone/Design Category D Ie = 1.000 S1 = 0.272 Shc = 0.337 Sds 0.535 Seismic Dead Load, W -------------------- Frame Dead = 2.00 (psf ) Roof Dead = 2.00 (psf ) Collateral = 1.00 (psf ) Roof Total = 5.00 (psf ) Weight= 60.00 (k ) L_EW Dead = .2.00 (psf ) Weight= 1.13 (k ) F_SW Dead = 2.00 (psf ) Weight= 4.00 (k ) R_EW Dead = 2.00 (psf ) Weight= 1.13 (k ) B SW Dead = 2.00 (psf ) Weight 3.50 (k ) Total = 69.75 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1646 W = 62.25 (k ) Force, V = 10.25 (k ) Force, E = 13.32 (k ) 24 _ e Sidewall Bracing Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 30.33 (k ) Force, V = 4.99 (k ) . Force, Em = 9.98 ( k ) Force, E = 6.49 ( k ) Wind Bents Front R = 3.50, Rho= 1.30 Cs = 0.1528 'W = 30.35 (k ) Force, V = 4.64 (k ) Force, E = 6.03 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 5.41 (k ) Force, V = 0.89 (k ) Force, Em = 1.78 (k ) Force, E = 1.16 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 5.41 (k ) Force, V = 0.89 (k ) Force, Em = 1.78 (k ) Force, E = 1.16 (k ) Rigid Frames R = 3.25, Rho= 1.30 CS = 0.1646 Frame 1 W = 8.41 (k ) Force, V =. 1.38 (k ) Force, E = 1.80 (k ) End Plates Frame R = 3.25, Omega= 3.00 Wind Bent R = 3.50, Omega= 3.00 ,Total Base Shear Longitudinal Force, V = 9.63 (k ) Transverse Force, V = 11.47 (k ) _Tw PERMIT # BUTTE COUNTY DEVI:�OpMENT SERVICE REVIEWED FOR OMp1-IANCE CODE C DATE 383 Rio Lindo Ave. Chico; CA 95926 p. (530) 592-4407 www.summitchico.com RF- REF SEP 2 7 2019 1 Ta 9i:vF-S i CPt�6SUL: rjG r,(�t7uP Structural CalculaVoRs For: Client: BUTM Bob Vanella - Vanella Farms COUNTY Projectt, SEP 21 2016 60x200 Vanella Farms Metal Building Foundation DEVELOPMENT SERVICES Address_: 7 2379 Durham Dayton Highway, Durham, CA pop oFESSioy� REVIEWED �o��w c �Qy�oF2�v FOR CODE COMPLIANCE � I I181 rnJAN 2 7 2017 .06/301206 * r INTERWEST sT9r civil �•P c;ONSULTING GROUP FOF CAU � 1 b Now. These calculations and details are based on perrnit dray.-ings by Metallic Building Company. these catwalions apply oniy to the structure as defined in the reviewed set of drawings. Any changes to either this set of calculation; or the reviewed set of drawings provided by Metallic Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted In this set of specifications/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. e( Project: Engineer. Design of: Foundations Grid Line Summit Structural Design Page: " Date v +,- x;:• r+., CSC2.C13,Seetiorl_605.3.I BaSi4ZL dCombos Soil Bearing 1500 psf DL+ CL. Lt Soil capacity to resist uplift T, varies ;, ;� DL = CL .6'.q .} •+r a+ s....cmtn5 DL+ -CL+ 75I.6W).75LL DL < CL t .75(.7E) + .75LL 6OL 4-.6W 60c - .7E. OT 5qr Ftg for - Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor DL CL LL Wind Eq Min Size (ft) (ft) (ft) (f0 Load (kips) (must be > 1) IA 0.60 0.10 2.00 -2.60 0 � 1.34 3 4.00 x 4.00 7.77 > 2,0 1B 1.10 0.30 5.20 -7.30 1.00 2.10 3 4.00 x 4.00 7.77 > 2.0 1C 1.10 0.30 5.20 -8.10 1.00 2.10 3 4.00 x 4.00 7.77 1.85 ` ID 0.60 0.1.0 2.00 -2.60 0.00 1.34 3 4.00 4.00 7.77 > 2,.0 2-8A 2.50 0.80 5.00 -16:10 -0.50 2_94 3 • 6.00 + 6.00 14.87 1,82. 2-80 2.40 0.70 9.00 -25.10 -4.10 3.48 3 7.00 7.00 1.9.23 .1.41 9A , , 0.60 0.10. 2.00 -2.60 0.00 i 1..34 3 4.00 4.00 7.77 > 2..0 96 1.10 0-30 5.20 -7.30 -1.00 2.10 3 4.00 4.00 7.77 > 2.0 9C } 1.10 '0.30 5.20 -8,10 -1.:00 2.10 3 4.00 4.00 7.77 1.85 9D j 0.60 0.10 2..00 � -2.60 0.00 1,34 3 4.00 4.00 7.77 � > 2.0 PROJECT.- PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: A J7 www, sunrmitchico.cot rl DATE: cp, � r e 2A ID 4 d ,}, V. PPoJccr. 1, PAGE,_.._..._......... SUMMIT STRUCTURAL DESIGN ENGINEER: www. sumrnitchico.cot n DATE. DESIGN Of "!rl, ( `1; Co - Cs v-1 j �rz r) CA nrr C, P r A Ie t 0j C"� PROJECT.- ICA 30c) PAGE: � [' - -�"- SUMMIT STRUCTURAL DESIGN % ENGINEER:Cl a, www.sui77mitcl7iro.caniDATE: QC"� DESIGN OF J � ) ( -::5 T-.-1 ) (, - os M PRCUECT. SUMMIT STRUCTURAL DESIGN PAGE: -5 ENGINEER: www.sur?7/?Iitcl-iiro.co/71 LATE: DESIGN OF 20 Q i 1010A Cl o + t e � �' (o.�� � .1i �' -1- 7 �: � � � ;� } -F � o � �.. C� , In 1. _ �`� � i �. T (zi D. Zb G - p 71'. 7 7 s 2 /4 PRD/ECT: PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: www.stitrurlilchico.Corr') DATE: DESIGN OF a -12 Vic- r PROJECT. - ENGINEER: DESIGN OF l4tA 4'— c PAGE; SUMMIT STRUCTURAL DESIGN www:sufV17?iIcI)ico,coal DATE: Qb, '2 b - iGssu(c, C) c, c-, GOV- Osi(o Vv L �`tlt'il�-Y•�►>A Anchor Designer TM n Software - Version 2.4;6025.30 1.Proiect information Customer company: Customer contact name: Customer e-mail; Comment. - 2. inotit Data R Anchor Parameters Gencrat Design rneihod:ACI 318-11 Units: Imperial units Anchor Information: Anchor type' Cast -in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, h., (inch). 15.000 Anchor category: - Anchor ductility: Yes h,,,i„ (inch): 17.25 C-,, (inch); 1.63 S,,,,„ (inch); 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination; U = 0.90 + 1.OW Seismic design, No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No - Anchors only resisting wind andior seismic loads: No <Figure 1> } 'W YF't'1.- '°ye � 5y , ,� n • a'4 d 2 r .s v r ��� r s u y z A Company: Summit Structural Design _ Date 911512016 Engineer. Andy Johnson, P.E. Page, y15 Project: �- Address 383 Rio Lindo Ave 11200, Chico, CA 95926 Phone: 530,592.4407 E-mail: andyQsummttchico.com Project description' Location: Fastening description: Base Material Concrete. Normal -weight Concrete thickness, It (inch) Sri 00 State Uncracked Compressive strength, f'„ (psii 2500 4),;v- 1.4 Reinforcement condition, 3 tension, B shear Supplemental reinforcement No Reinforcement provided at corners' No Do not evaluate concrete breakout in tension No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad. No Base Plate Length x Width x Thickness (inch): 8.50 x 6.00 x 0,38 Input data and resuits must be checked tor agreement wiln the existing circumstances. Ute standoiwi and oi++dehnes 11u4;1 ue chucked Isar plausiudily !�Inrpsai, jtrr3, ;-t... Gor,„.j ,,.1rf, 5958 Vit t.as pos=tas fdauieoard Pleasanton. CA 94588 Phone 379 56o,g000 rax 9z:f) 8,r 7 38;* i vnw,strong Iie,cdn, } e � r N e jfi�r k 3q r b �r ! �iW ,f j tv ��R'`. ` i.•4 �`Y ( Yet, Ig �i Input data and resuits must be checked tor agreement wiln the existing circumstances. Ute standoiwi and oi++dehnes 11u4;1 ue chucked Isar plausiudily !�Inrpsai, jtrr3, ;-t... Gor,„.j ,,.1rf, 5958 Vit t.as pos=tas fdauieoard Pleasanton. CA 94588 Phone 379 56o,g000 rax 9z:f) 8,r 7 38;* i vnw,strong Iie,cdn, SIMPSON •.�.� _ .vis .. r y.-:..a.y.�4..n _ ... �.�. a .r 10 + I • • Anchor DesignerT" t Software Version 2.4.6025.30 Company: Summit Structural Design Date: 9/1512016 Engineer: Andy Johnson. P,E, Page: 3/5 Project: Shear load combined, Address: 383 Rio t..indo Ave rl2.00; Chico, CA 95926 Phone: 530.5924407 _ E-mail: I andy@stirilniitchict;.con' 3, Resulting _Anchor Forces f'� (psi) hot (in) No (lb) Anchor Tension load, Shear load x, Shear load y, Shear load combined, Yoc,H Noun !gin Y'cP_N Nn (lb) 3 iNobp (Ib) Nun (lb) V.., (lb) Vua;r (Ib) y'(Vuo )'+(Voay)' (lb) 1 5577,5 -1512.5 0.0 1512.5 2 5577.5 -15.12.5 0.0 1512.5 3 ; 5577.5 -1512,5 OA 1512.5 4 5577.5 -1512.5 ,0.0 1512,5 Sum 22310.0 -6050.0 0.0 6050.0 Maximum concrete compression strain (%.). 0.00 cFigure 3-• Maximum concrete compression stress (psi): 0 Resultant tension force (Ib); 22310 t Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N,, (inch). 0.00 Eccentricity of resultant tension forces in y-axis. e',4v (inch). 0,00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch). 0.00 Nxu (ib) yi Ms. (lb) 19370 0.75 14528 O 'l (w)2 Y r X �4 3 5, Concrete Breakojjtj4Jr th of Anchorin Tension (Sac. D,5.2) Na= 16i.n4f',N?'3 (Eq. 0-7) f'� (psi) hot (in) No (lb) 1.00 2500 15.000 72986 9Ncoo =QWclAnco)'!'ur.,a'/'>o,vN`40'cp&Ne (Sec. 0.4.1 $ Eq. 0-4) Am (in') Amo (W) Yoc,H Noun !gin Y'cP_N Nn (lb) 3 iNobp (Ib) 2626.56 2025.00 1.000 1.000 1.25 1:000. 72986 0.,70 82835 6. Pull Strength of Anchorin Temi9n15oc 0.5.3) ON,. = OYlcPNp = v+'16.P8At.pry (Sec. 0.4.1• Eq. D-13 8 D-14) '/'e:+ At>j, (int) r'c (psi) 0 ON,,,, (lb) 1.4 3.53 2500 0.70 69266 input data and (asulis must be checked for agreement with the existing circumstances, the siandav cis rind guidelices roust be checked to plausibiMy f -t: 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax. 625.8:1 :?8; t Noe^::.sl.ongtre corn • Anchor Designer T" Software Version 2,4.6025.30 m 8. Steel Strength of Anchor in Shear (Sgg,_D�¢�11 V.. (lb) ¢�v,rt © tette„,ySV,(lb) 11625 i 0 065 7556 Company. Summit Structural ('.)esign�-Date' 6115/20/6 Engineer: Andy Johnson; P.E. � Page' 415 Project: (ii)) Address. _ 383 Rio Ljndo Ave 4200, Chico, CA 95926 Phone: 530.592.4407 E-mail; I andy@summitchico,corn � -.Q!]g!GSg�gs?S3S14��+t!�Oflt 4f Lt�9! !r't �S�L i5ec. D.6.21 Shear perpendicular to edge in x -direction: Vnr 91.:olfx:r," Ve, = nein)7(le/da)O,Ndaia,jf'ccar(Eq. D-33 & Eq. 0-34) Design Strength, 0Nn (lb) 1, (in) do (in) to r,, (psi) cn, (in) (ii)) 6.00 0.75 1.00 2500 - 26.67 61968 OVcup = i)(Avo/Ahro)Y'osvYcd,v"Pc,vY4,,vVa, (Sec. D.4.1 & Eq. 0-31) 61968 Ave (I n7) Avco (in') ir'.4 v '/a,&V Y'r;v pn,,. Va. (It)) p OVaaq, (lb) 3024.00 3200.00 11000 1.000 1.400 1.054 61968 0.70 60,193 Shearparallel to edge in x -direction: Vnr 91.:olfx:r," yj (Eq. 0-33 & Eq. D-34) Design Strength, 0Nn (lb) h (In) da (in) 1.a t'c (psi) cm (in) Vny (lb) 6.00 0.75 1,00 2500 -26.67 61968 OVcbu, = 0(2J(Avc/Avuu)Y4,01'av,0c,vrl4kvVuy (Sec. D.4,i & Eq. D-31) 0.27 Av. (in?) • Avco (in7) /vy /'oLv 'Jav Y'n.V Vty (it)) 3024.00 32.00.00 1.000 1.000 1.400 1,054 61968 0.70 120985 10, Concreje Pryout Strgnctth oftjg�b,c,�r ]n _�hgar (Sec, D.6.,2) ;W,:ry = ok,;?N.v = Okap(Ara;/A> x,)Yncn`l'Na.n J'c.a`I':r,n'Nc(Eq. D-41) kcn Anc (ins) Am -0. (In') /vr,ti l'r r !'c l'en.n• 2.0 2626.56 2025.00 • 1.000 1.000 1.250 1,000 72986 0.70 165670 11. Results hlteraction of Tensile and Shear Forces (Sec. 0.71 Tension Factored Load, Nun (lb) Design Strength, 0Nn (lb) Ratio Status Steel 5578 14528 0.38 Pass (Governs) Concrete breakout 22310 82835 0.27 Pass Pullout 5578 69266 0.08 Pass Shear Factored Load, Vi,,: (lb) Design Strength, ®Vo (lb) Ratio Status Steel 1513 7556 0.20 Pass (Governs) T Concrete breakout x- 6050 60493 0:10 Pass )) Concrete breakout y- 3025 120985 0.03 Pass Pryout 6050 165670 0.04 Pass Interaction check. N�JytN„ V, I�+V„ Combined Ratio Permissible Stakes Sec. D.7.3 0.38 0.20 58.4 % 1,2 Pass PAB6 (3/4"0) with het= 15.000 inch meets the selected design criteria. - Input dam and results mus.. be checked tot agreetrieM with the existing circumstances, the sianda,bs and giriomlin(s must or., checked lar plausibility, rJnrji,ittr lm^ 5956 VV. Las Positas Boulevard Pleasanton, CA 94588 Phone925.550 9000 Fe . 9:75.847.3871 vA%,w.sirongiie.ccm t BUILDER /CONTRACTOR RESPONSIBILITIES Crowing_Volidity - These drawings, supporting structural calculations and design certification are based on the Shop Primed Steel - All structural members of the Metol Building Systenv not fabricated of corrosion resistant order document's as of the date of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating are pointed with one coot of shop primer meeting the manufacturer as of the dote of these drawings. Any changes to the order documents after the date on these performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer are cleaned of drawings may void these drawings, supporting structural calculations and design certification. The loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coot of shop primer is intended to protect the result in changes to the drawings, supporting structural calculations and design certification. steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in 0 the field pending erection should be kept free of the ground and so positioned as to minimize water -holding Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or manufacturer hos correctly interpreted and applied the requirements of the order documents and constitutes removal of foreign material due to improper field storage or site conditions are not the responsibility of the Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coot of primer or corrosion that specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) field applied coating. Minor abrasions to the shop coot (including galvanizing) caused by handling, loading, shipping 0 unloading and erection after pointing or galvanizing are unavoidable. Touch-up of these minor abrasions is the Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and responsibility of the End Customer (MBMA 06 IV 4.2.4) specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor PROJECT NOTES is responsible for securing all required approvals and permits from the appropriate agency as required. 15-B-48501 FRAME / ROOF LIVE LOAD 12 /20.00 PSF Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 applying and observing all pertinent safely rules and regulations and OSHA standards as applicable. ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with E3 a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, HSS and 46 ksi for rectangular HSS. Material properties of cold form light goge steel members conform to the braces, false work or other elements required for erection will be determined, furnished and installed by the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Errors which cannot be corrected by the foregoing means or which require major changes in the member configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is responsible either to correct the error or to approve the most efficient and economical method of correction to be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these pinns Could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Safety Commitment - The Metol Building Manufacturer has a commitment to manufacture quality building components that con be safely erected. However, the safety commitment and job site practices of the erector ore beyond the control of the building manufacturer. It is strongly recommended that safe working conditions and occident prevention is the top priority of any job site. Local, State and Federal safety and health standards, whether standard statutory or customary, should always be followed to help ensure worker safety. Make certain all employees know the safest and most productive way to erect a building. Emergency procedures should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use of hard hots, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual member weights of other structural members. If additional information is required contact the customer service department. Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metol Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar and grout. Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. SEP 2 1 2016 Rev. 8/18/2015 All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Pretensioning methods, including turn -of -nut and colibroted wrench are not required unless noted otherwise. The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and or any special inspections (including inspection of the high strength bolts or field welds) as required during erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility of the Erector, Owner, Architect, or Engineer of Record. Design is based upon the more severe loading of either the roof snow load or the roof live load. Loads, as noted, are given within order documents and are applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer declares or attests that the loads as designated ore proper for the local provisions that may apply or for site specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by on Architect and/or engineer of record for the overall construction project. This project is designed using manufacturC'3 standard serviceability standards. Generally this means that all stresses and deflections are within typical performance limits for normal occupancy and standard metal building products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly stated in the contract documents. X -bracing (if applicable) is to be installed to o taut condition with all slack removed. Do not tighten beyond this state. The design collateral load has been uniformly applied to the design of the building. Hanging loads ore to be attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds sholl be accounted for by special design performed by a licensed engineer using concentrated loads and may require separate support members within the roof system. The building hos been designed as open with clear/open flow in accordance with the building code. The addition of wall framing or sheeting on any portion or all of the walls or having equipment or material stored inside the building obstructing the wind flow will require that the building be reviewed by a licensed design professional for structural adequacy. The buidling has been designed as open with open/obstructed flow in accordance with the building code. the addition of wall framing or sheeting on any portion or oil of the walls or having equipment or material stored inside the building obstructing the wind flow will require that the building design be reviewed by a licensed design professional for structural adequacy. REVIEWED DESIGN LOADING LONGITUDINAL DRAWING INDEX THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS SD, 0.5346 S1 0.2720 SDS 0.3366 INDICATED AND APPLIED AS REQUIRED BY: ISSUE PAGE DESCRIPTION CBC 13 0 Cl COVER SHEET THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. O f'1 ANCHOR BOLT PLAN 0 F2 ANCHOR BOLT REACTIONS FRAME / ROOF DEAD LOAD SUPERIMPOSED 2.000 PSF 0 F3 ANCHOR BOLT DETAILS COLLATERAL (LIGHTS) 1 PSF 0 E1 ROOF FRAMING PLAN 15-B-48501 FRAME / ROOF LIVE LOAD 12 /20.00 PSF 0 E2 FRONT SIDEWALL RISK CATEGORY II - Normal 0 E3 BACK SIDEWALL SNOW LOAD 0 E4 LEFT ENDWALL GROUND SNOW LOAD (Pg) 0.0000 PSF 0 ES RIGHT ENDWALL SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 0 E6 FRAME CROSS SECTION FLAT ROOF SNOW LOAD (Pf) 0 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 0 DETI-13 STANDARD DETAILS THERMAL FACTOR (Ct) 1.00 WIND LOAD ULTIMATE WIND SPEED 110 MPH WIND EXPOSURE CATEGORY C NOMINAL WIND SPEED (VASO) 85 MPH (IBC SECTION 1609.3.1) TOPOGRAPHICAL FACTOR 1.0 DRAWING STATUS _ INTERNAL PRESSURE COEFFICIENT (GCpi) 0.00 /0.00 ZONE 4, COMPONENT WIND LOAD 5 IOFT2 21.327 PSF PRESSURE -23.460 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < IOFTZ 21.327 PSF PRESSURE -29.794 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN -FACTORED RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (11) 4.0000 IN/HOUR SEISMIC LOAD LONGITUDINAL SEISMIC IMPORTANCE FACTOR (le) 1.00 Ss 0.6120 SD, 0.5346 S1 0.2720 SDS 0.3366 SITE CLASS D SEISMIC DESIGN CATEGORY D ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE TRANSVERSE LONGITUDINAL metallic building company B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES FRONT BACK (ASIC FORCE RESISTING SYSTEM- C4 C4 B3 IESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.5 3.25 YSTEM OVER -STRENGTH FACTOR(OO) 3.0000 3.0000 2.0000 SEISMIC RESPONSE COEFFICIENT(C,,) 0.165 0.153 0.165 ILDG DESIGN BASE SHEAR (V) 11.47 (k) 9.63 (k) THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES FOR CODE COMPLIANCE � �� LJ THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES �Y' BASIC FORCE RESISTING SYSTEM* AN 2 7 2017 INTERWEST CONSULTING GROUP ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL. ARE BY DEFINITION NOT FINAL. AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. X❑ FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: 800-784-9795 MONDAY - FRIDAY 7:30AM TO 5:OOPM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. BUILDING SIZE: 60'-0" x 200'-0" x 17'-6" x 20'-0" DATE DESCRIPTION BY CK'0 DSN C4. STEEL ORDINARY MOMENT FRAME metallic building company B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY ��1 �r'Y tY DETAILED FOR SEISMIC RESISTANCE G2. INVERTED PENDULUM SYSTEMS PROJECT: CANTILEVERED COLUMN SYSTEMS !P3 -RVV -- I trb CUSTOMER: ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL. ARE BY DEFINITION NOT FINAL. AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. X❑ FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: 800-784-9795 MONDAY - FRIDAY 7:30AM TO 5:OOPM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. BUILDING SIZE: 60'-0" x 200'-0" x 17'-6" x 20'-0" DATE DESCRIPTION BY CK'0 DSN metallic building company 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD 'SAF 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9/ 1/16 N.T.S. 1 A 15-B-48501 1 O .r. I 0 O ' I O � N C r- 1- � n - M r O N O r I g m A M O 0 Dia= 5/8" " 0 Dia=, 3/4'' 200'-0" OUT -TO -OUT OF STEEL 9 Low Eave 2 3 4 5 6 7 8 25'-0" 25-0" 25-0" 25'-0" 25'-0" 25-0" 25'-0" HB 00 N , T C O 7 c � n c M r HB 00 N , T C O 7 � n N r B 0 I c c H ®T® 0o A �L _.02 I x T cc DD m I m'®� c s - ' DC HZ -O" 25'-0" 25'-0" 25'-0" 25'-0" 2 3 4 5 ANCHOR +BOLT PLAN .I c c _I M P. C c c c I I D v 1 ai c o >r p B A High Eave c c H ®T® 0o A �L _.02 I x T cc DD m I m'®� c s - ' DC HZ -O" 25'-0" 25'-0" 25'-0" 25'-0" 2 3 4 5 ANCHOR +BOLT PLAN .I c c _I M P. C c c c I I D v 1 ai c o >r p B A High Eave DC HZ -O" 25'-0" 25'-0" 25'-0" 25'-0" 2 3 4 5 ANCHOR +BOLT PLAN .I c c _I M P. C c c c I I D v 1 ai c o >r p B A High Eave c c I I D v 1 ai c o >r p B A High Eave D v 1 ai c o >r p B A High Eave High Eave GENERAL NOTES ENDWALL COLUMN: 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS Frm Cot Dead Collat AT THE TIME OF MAILING. ANY CHANGES ,TO BUILDING LOADS Line Line Vert Vert OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS 1 D 0.6 0.1 WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 1 C 1.1 0.3 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD 1 8 1.1 0.3 GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER I A 0.6 0.1 WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE Harz Vert Harz Harz , REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND 0.0 -1.1 0.0 -2.6 0.0 DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES Frm Cal Wind 1 AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS Line Line -Longi Horz Vert FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE • i D 0.0 -2.6 FACTORS USED IN THE FOUNDATION DESIGN. 'MAXIMUM' 1 C 0.0 -5.9 3. THE MANUFACTURER DOES NOT PROVIDE LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD 1 B 0.8 -7.3 REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER 1 A 0.0 -2.6 TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER 0.0 -1.3 0.0 0.0 w DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION Frm Col E1PAT_LL_4- 0.0 DESIGN Line Line Horz Vert 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE 1 D 0.0 -0.3 DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE 1 C 0.0 2.6 TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE 1 B 0.0 2.7 ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT 1 A 0.0 -0.3 RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER Harz Vert 0.0 OF FORCES TO THE FOUNDATION. THE METAL BUILDING 0.0 0.0 0.0 0.0 MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR Frm Col Dead Collat THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION Line Line Vert Vert EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF 9 A 0.6 0.1 THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION 9 B 1.1 0.3 DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE 9 C 1.1 0.3 BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF 9 D 0.6 0.1 THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. 2.5 0.0 1.1 IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF 0.0 0.0 0.0 0.0 THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL Frm Col Wind_Longl 1 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, Line Line Hoa Har Vert (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. g 9 A B 0.8 -2.6 -7.3 (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS 9 9 C D 0.0 0.0 -5.9 NOTED OTHERWISE. -2.6 Frm Col E2PAT_LL_4- Line - Line Harz Vert 9 A 0.0 -0.3 9 B 0.0 2.7 9 C 0.0 2.6 9 D 0.0 -0.3 BASIC COLUMN REACTIONS (k ) Seis_Left Seis_Right EIPAT_LL_I- E1PAT_LL-2- E1PAT_LL-3- Horz Vert Hari Vert Harz Vert Harz Vert Harz Vert Harz Vert 0.0 1.1• Wind Wind Live Wind_LeftI Wind _ Right I Wind-Left2 -0.2 Wind_Right2 Press Suct Vert Harz Vert Harz Vert Harz ' Vert Harz Vert Harz Harz , 2.0 0.0 -1.1 0.0 -2.6 0.0 -2.4 0.0 -1.3 0.0 0.0 5.2 0.0 -2.4 0.0 -6.1 2.0 -8.1 0.0 -0.4 -2.7 3.1 5.2 0.5 -7.0 0.5 -3.4 0.0 -4.6 3.0 -5.9 -2.9 3.2 2.0 0.0 -2.6 0.0 -1.1 0.0 -2.4 0.0 -1.3 0.0 0.0 w Wind_Long2 Seis_Left Seis_Right EIPAT_LL_I- E1PAT_LL-2- E1PAT_LL-3- Horz Vert Hari Vert Harz Vert Harz Vert Harz Vert Harz Vert 0.0 1.1• 0.0 0.0 0.0 0.0 0.0 1.9 0.0 -0.2 0.0 2.3 0.3 2.5 1.2 -1.0 0.0 1.1 0.0 5.6 0.0 2.2 0.0 2.5 0.0 3.1 0.0 1.0 1.2 -1.0 0.0 2.2 0.0 5.7 0.0 2.6 0.0 1.1 0.0 0.0 0.0 0.0 0.0 -0.2 0.0 1.9 0.0 2.3 WIND BENT REACTIONS t Reactions - Wall - Cot Wind(k) Seismic(k) Bolt(in) Bose_Plote(in) Loc Line Line Horz Vert Harz Vert Qty Dio Width Length Thick F_SW A 4 8.5 13.7 2.3 3.7 4 0.750 8.000 15.625 0.375 F_SW A 5 8.5 13.7 2.3 3.7 4 0.750 8.000 15.625 0.375 FH] H �V �V DATE I DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION 45678 r COLUMN LINE H 1V RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Cal Anc._Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) 2• D 4 0.750 6.000 10.00 0.375 0.0 2• A 4 0.750 6.000 10.00 0.375 0.0 2' Frame lines: 2 3 4 5 6 7 8 ANCHOR BOLT SUMMARY RIGID FRAME: BASIC COLUMN REACTIONS (k ) Din Prnj Qty Locate (in) Type (in) I--Wind_RightI---Wind_Lefl2- O 32 Endwall 5/8' Fl 554 Wind Wind 0 56 Frame 3/4' FI554 Live 2• D 1.1 2.4 0.4 0.7 4.9 9.0 Wind_LeftI 2.50 Wind_Rightt Wind_Left2 7.5 Wind_Righl2 Press Suct t Reactions(kL ` Panel -Shear Vert -Wind - -Seismic - (Ib/(t) Harz Vert Harz Vert Harz ' Vert Harz Vert Harz Harz Bracing, see EW reactions 2.0 B_SW D 5,4 0.0 -2.6 0.0 -1.1 0.0 -1.3 0.0 -2.4 0.0 0.0 (in) 5.2 !" 0.5 -7.0 0.5 -3.4 3.0 -5.9 0.0 -4.6 -2.9 3.2 5.2 1 A 4 0.625 6.000 8.500 0.375 0.0 -2.4 0.0 -6.0 0.0 -0.4 2.0 -8.1 -2.7 3.1 2.0 0.0 0.0 -1.0 0.0 -2.6 0.0 -1.3 0.0 -2.4 0.0 0.0 Wind_Long2 Seis_Lefl Seis_Right E2PAT_LL-1- E2PAT_Lt_2- E2PAT_LL_3- Horz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 0.0 1.1 0.0 0.0 0.0 0.0 0.0 1.9 0.0 -0.2 0.0 2.3 0.0 3.1 1.2 -1.0 0.0 1.0 0.0 5.7 0.0 2.2 0.0 2.6 0.3 NOMINAL WIND SPEED (MPH) (VASD) = 89 (IBC SECTION 1609.3.1) 2.5 0.0 1.1 1.2 -1.0 0.0 2.2 0.0 5.6 0.0 2.5 0.0 1.1 0.0 0.0 0.0 0.0 0.0 -0.2 0.0 1.9 0.0 2.3 WIND BENT REACTIONS t Reactions - Wall - Cot Wind(k) Seismic(k) Bolt(in) Bose_Plote(in) Loc Line Line Horz Vert Harz Vert Qty Dio Width Length Thick F_SW A 4 8.5 13.7 2.3 3.7 4 0.750 8.000 15.625 0.375 F_SW A 5 8.5 13.7 2.3 3.7 4 0.750 8.000 15.625 0.375 FH] H �V �V DATE I DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION 45678 r COLUMN LINE H 1V RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Cal Anc._Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) 2• D 4 0.750 6.000 10.00 0.375 0.0 2• A 4 0.750 6.000 10.00 0.375 0.0 2' Frame lines: 2 3 4 5 6 7 8 ANCHOR BOLT SUMMARY RIGID FRAME: BASIC COLUMN REACTIONS (k ) Din Prnj Qty Locate (in) Type (in) I--Wind_RightI---Wind_Lefl2- O 32 Endwall 5/8' Fl 554 2.00 Horiz 0 56 Frame 3/4' FI554 2.50 2• D 1.1 2.4 0.4 0.7 4.9 9.0 0 8 WindCol 3/4' F1554 2.50 BUILDING BRACING REACTIONS 21' A -1.1 2.5 -0.4 0.8 -4.9 9.0 7.5 Reactions in plane of wall Frame Column-Wind_Right2---Wind_LongI---wnd_Long2- t Reactions(kL ` Panel -Shear -Wall - Col -Wind - -Seismic - (Ib/(t) Loc Line Line Harz Vert Harz Vert Wind Seis Note L_EW 1 C,B Bracing, see EW reactions -0.5 1.0 0.5 0.0 -4.1 F_SW A 4,5 2• A 7.5 -15.3 8.6 -15.3 -4.4 7.9 (o) R -EW 9 B,C Bracing, see EW reactions 2' Frame lines: 2 3 4 5 6 7 8 B_SW D 5,4 16.9 • 5.0 ' (a)Wind bent in bay 'See RF reactions table for vertical and Grout horizontal reactions in plane of the rigid frame. Line Line Oty Dia Width Length Thick WIND BENT REACTIONS t Reactions - Wall - Cot Wind(k) Seismic(k) Bolt(in) Bose_Plote(in) Loc Line Line Horz Vert Harz Vert Qty Dio Width Length Thick F_SW A 4 8.5 13.7 2.3 3.7 4 0.750 8.000 15.625 0.375 F_SW A 5 8.5 13.7 2.3 3.7 4 0.750 8.000 15.625 0.375 FH] H �V �V DATE I DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION 45678 r COLUMN LINE H 1V RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Cal Anc._Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) 2• D 4 0.750 6.000 10.00 0.375 0.0 2• A 4 0.750 6.000 10.00 0.375 0.0 2' Frame lines: 2 3 4 5 6 7 8 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead-----Collateral- -----Live------Wind-Left I--Wind_RightI---Wind_Lefl2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2• D 1.1 2.4 0.4 0.7 4.9 9.0 -6.4 -9.8 -6.4 -15.4 -6.4 -14.5 21' A -1.1 2.5 -0.4 0.8 -4.9 9.0 7.5 -16.1 7.5 -10.6 7.5 -11.3 Frame Column-Wind_Right2---Wind_LongI---wnd_Long2- -Seismic-Left Seismic -Right -Seismic-Long Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2' D -6.4 -10.6 -7.4 -25.1 3.8 -3.2 -1.0 -0.5 1.0 0.5 0.0 -4.1 2• A 7.5 -15.3 8.6 -15.3 -4.4 7.9 -0.8 0.5 0.8 -0.5 0.0 0.0 2' Frame lines: 2 3 4 5 6 7 8 ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base_Plote (in) Grout Line Line Oty Dia Width Length Thick (in) !" 1 0 4 0.625 6.000 8.500 0.375 0.0 1 C 4 0.625 6.000 8.500 0.375 0.0 1 B 4 0.625 6.000 8.500 0.375 0.0 '! 1 A 4 0.625 6.000 8.500 0.375 0.0 a 9 A 4 0.625 6.000 8.500 0.375 0.0 , 9 8 4 0.625 6.000 8.500 0.375 0.0 9 C 4 0.625 6.000 8.500 0.375 0.0 9 D 4 0.625 6.000 8.500 0.375 0.0 NOTES FOR REACTIONS BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA: WIDTH (FT) = 60 LENGTH (FT) EAVE HEIGHT FT) = 1075 / 20 ROOF SLOPE rise/12) = 0.5:12 / €psf) DEAD LOAD = 2.000 COLLATERAL LOAD (psf) = 1 ROOF LIVE LOAD (psf) = 20.00 FRAME LIVE LOAD (psf) = 12 ROOF SNOW LOAD psf) = 0 GROUND SNOW LOAD (psf) = 0.0000 WIND SPEED (MPH) = 110 NOMINAL WIND SPEED (MPH) (VASD) = 89 (IBC SECTION 1609.3.1) WIND CODE = CBC 13 EXPOSURE = C CLOSED/OPEN = Open IMPORTANCE - WIND = 1.00 IMPORTANCE - SEISMIC = 1.00 SEISMIC ZONE = D s 1 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION LOCATION: DURHAM, CA 95938 CAD IDATE SCALE 9/ 1/16 1 N.T.S. metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 j OWNER: 808 VANELLA PHASE I BUILDING ID I JOB NUMBER SHEET NUMBER ISSUE 1 A 15-B-48501 F2 0 C6013' EXP.8/3 12017 ep 13, 2016 Dia= ..s SW ' Ic MJ N \ O o o N M N W � DETAIL A Dio= 5/8" 8 1/2" O N, d \ N N N ^ I O O I • N t7 3 N w DETAIL 8 Dia= 3/4" � " I I -T- 010 T- 010 0 4.. 3" 2"wj 2„ 8 1/4" SW See Plan DETAIL C Dia= 3/4" ' T- 6 6" 1'-3 5/8" 4" - 1 _ 11 1/4" SW 9916" 4 DETAIL D 3UE DATE DESCRIPTION BY CK'D DSN 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF 1 • • metallic C b U I I d I A g C O m p a A 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Q�e 04 ri 13 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA Ew. OMNI? 13, 2016 ep LOCATION: DURHAM, CA 95938 CAD DATE 9/ 1/16 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15-B-48501 SHEET NUMBER Q ISSUE 0 Low Eve d - )11 T� v CD PURLIN 3'-1 jLj�___ 3'-1 3 3'-1 3/4� 3'-1 3/41 3'-1 3 3'-1 3 3'-1 3 LAP 3'-1 3/4' 3'-1 3/4' 3'-1 3/4' 3'-1 3/4' 3'-1 3/4' S-1 3/4' 3'-1 3/4' GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDMDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. ROOF FRAMING PLAN High E(Ftb I LO SPECIAL BOLTS ROOF PLAN O ID I OUAN TYPE DIA LENGTH WASH 1 2 A325 12 114 2 2 4 A325 1 2" 1 1 4" 0 MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 8X25Z13 28'-1 1/2" P-2 8X25Z13 31'-3 1/2- 'P-3 8X25Z16 31'-3 1/2- P-4 8X25Z13 28'-1 1/2" E-1 8ES1H14 24'-11 1/2 E-2 8ESIH14 24'-11 1/2 E-3 8ESIH13 24'-11 1/2' E-4 8ESIH14 24'-11 1/2" E-5 8ESIL14 24'-11 1/2;; E-6 8ESIL14 24'-11 1/2 E-7 8ES1L13 24'-11 1/27- E-8 8ES1L12 24'-11 1/2 E-9 8ES1L14 24'-11 1/2 CB -4 1/2" DIA. ROD 30'-8" CB -5 1/2" DIA. ROD 34'-0" CONNECTION PLATES ROOF PLAN ❑ 1 1 MARK PART ' 1 1 SC18 w - . ISSUE DATE DESCRIPTION BY I CK'D DSN 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF N O O K tD I � M� i ROOF SHEETING PANELS: 26 Gauge PBR Golvolume ISSUE DATE DESCRIPTION BY I CK'D DSN 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF •0 metallic VusIding company MIR i 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041.. (713) 466-7788 ZIP 77240 Cl3 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA � lot? 13, 2016 LOCATION: DURHAM, CA 95938 ep Cril lt. CAD DATE 9/ 1/16 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15-B-48501 SHEET NUMBER E1 ISSUE D (W BOLT TABLE FRAME LINE A LOCATION I QUAN TYPE DIA LENGTH WF -1 - WF -2 8 A325 3/4" 2,174— WF-1 .1 4WF-1 - RFI -5 8 A325 S/,9* # 1 1 -2" SPECIAL BOLTS 37L QUAN TYPE DIA LENGTH WASH 2 1 2 A325 12 1 1/4" 2 MEMBER TABLE FRAME LINE A MARK PART LENGTH WF -1 W15853 18710 WF -2 W15853 21'-3"'- E-1 8ESIH14 24'-11 1/2" E-2 8ES1H14 24'-11 1/2 . E-3 8ESIH13 24'-11 1/2" E-4 8ESIH14 24'-11 1 2" CONNECTION PLATES FRAME LINE A OLD MARK PART 1 SC -480 I . y 1 0 i I Fi EC -4 RF1-5 0 RF1-5 21-35/8" RFI -5 RFI -5 RF1-5 N EC -4 BOLT TABLE FRAME LINE A LOCATION I QUAN TYPE DIA LENGTH WF -1 - WF -2 8 A325 3/4" 2,174— WF-1 .1 4WF-1 - RFI -5 8 A325 S/,9* # 1 1 -2" SPECIAL BOLTS 37L QUAN TYPE DIA LENGTH WASH 2 1 2 A325 12 1 1/4" 2 MEMBER TABLE FRAME LINE A MARK PART LENGTH WF -1 W15853 18710 WF -2 W15853 21'-3"'- E-1 8ESIH14 24'-11 1/2" E-2 8ES1H14 24'-11 1/2 . E-3 8ESIH13 24'-11 1/2" E-4 8ESIH14 24'-11 1 2" CONNECTION PLATES FRAME LINE A OLD MARK PART 1 SC -480 I IH HI I I I Fi EC -4 RF1-5 RF1-5 RF1-5 21-35/8" RFI -5 RFI -5 RF1-5 RF1-5 EC -4 CLF R �I SIDEWALL FRAMING: FRAME LINE' A { F54 -AL F54 -A. F54 -A F2904 -A F54❑ --AR — — — — — — — — — — — — — — — — — — — — — — — —' — — — — — — — — — — — = — - — — — — — — — — — I OPEN TO REMN OPEN ---------=----------- ------------- ..-------------- --------- SIDEWALL SHEETING & TRIM- FRAME LINE A ISSUE DATE DESCRIPTION 0 9/ 1/16 FOR ERECTOR INSTALLATION BY CK'O DSN GJO HPD SAF r metallic Vuitding company C. I� i 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 GENERAL NOTES: ZIP 77041 (713) 466-7788 21P 77240 064613 1. INSTALL ALL GIRTS AND FLANGE BRACES (F8) AS SHOWN. PROJECT: GINNO CONSTRUCTION " 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA a 13, 2016 P 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. LOCATION: DURHAM, CA 95938 chwu,l 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. ,OF CAD DATE SCALE 9/ 1/16 N.T.S. PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 1 A 15-8-48501 E2 0 SPECIAL BOLTS o ID I QUAN TYPE DIA LENGTH WASH 2 2 A325 1/2" 1 1/4" 2 3 4 A325 1/2" 1 J/4" 0 MEMBER TABLE FRAME LINE D MARK PART LENGTH E-5 8ESIL14 24'- 11 12 E-6 8ESIL14 24'-11 1/2" E-7 8ESIL13 24'-11 1/2 E-8 8ESIL12 24'-11 1/2" E-9 8ESIL14 24'-11 1/2" CB -3 7/8" DIA. ROD 30'-3" CONNECTION PLATES FRAME LINE D OID MARK PART 1 SC 18 FI I I I I I I I H EC -1 RFI -1 RF1-1 RF1-1 RF1-1 RF1-1 RFI -1 RF1-1 EC -1 SIDEWALL FRAMING: FRAME LINE D • ISSUE DATE DESCRIPTION BY CK'D DAN 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF � ' A t a I'' ♦ b ♦ O m p A n y metallic \i► building ` \ . F2955 -A, F2901 -A f 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 F----------------------------------- --- -------------- --- --------- ZIP 77041 (713) 466-7788 ZIP 77240 OPEN TO PEMAfi OPENi --------------=------------------ --- ----------------------- SIDEWALL SHEETING & TRIM: FRAME LINE D • ISSUE DATE DESCRIPTION BY CK'D DAN 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF � ' A t a I'' ♦ b ♦ O m p A n y metallic \i► building ` \ . 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 GENERAL NOTES: 06013 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: GINNO CONSTRUCTION 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. FOR DOORS WINDOWS CUSTOMER: GINNO CONSTRUCTIONOWNER: BOB VANELLA up Grimly3. ep 13, 2016 OTHER THAN WALK AND SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT LOCATION: DURHAM, CA 95938 CNIL APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE � OF METAL SHAVINGS CAUSED BY DRILLING. 9/ 1/16 N.T.S. 1 A 15-B-48501 E3 0 AD Q 1/2„10 3/4" 12 i 60'-0" OUT—TO—OUT OF STEEL C BEARING FRAME ONLY! BOLT TABLE WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 1 RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. LOCATION OU 8 TYPE DIA LENGTH WASHER NOT NEEDED ON CLIP SIDE. Colu s/Ro 8 A325 5.8 1 3 4 A Columns Rof 4 A325 1/2" 1 1/4" 19'-1 1/4- 20'-0"19'-1 1/4" HOUSTON, TEXAS, P.O. (713) 466-7788 BOX 40338 ZIP 77240 ER -2 RA1—ER-1 �n� PAR—i F86^� I . f86r1I FR29.3 FB29.3 FB29.3 I— — — — — — — — — — — — —I — — — — = — — — — — — — I — — — — — — — — — I EC -1 EC -2 EC -3 EC -4 ENDWALL FRAMING: FRAME LINE 1 12 F50❑—R F50 F2901—X F51❑ ------ -— — — — — — I I I. I I I I � I OPEN TO REMAIN OPEN 10 3/4" MEMBER TABLE FRAME LINE *1 MARK PART LENGTH EC -1 W8X18 16–i 5/16 EC -2 W8X18 16'-10 7/9. EC-3 W8X18 17'-8 71 EC -4 W8X18 18' -6 -7/16 - ER– I 8'-6.7/16"ER–i W8X10 35'-0 1/2" ER -2 W8X10 24'-11 5/8" CB -1 1/2" DIA. ROD 26'-6" CB -2 1 2 DIA. ROD 26'-0" FLANGE BRACE TABLE FRAME LINE 1 17 ID PART LENGTH FB29.3 L2X2X14G 2'-5 1/4" FB6-1 L2X2X1/8 2'-5 1/4" 0 N 2.-4" , ' , Typ. connection for flange brace MARK FB6—' I — — — — — — — — --- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ENDWALL SHEETING & TRIM: FRAME LINE 1 ISSUE I DATE DESCRIPTION BY CK'D DAN metallic buildina comaonu 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF i �i I' GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. A 7301 FAIRVIEW, ZIP 77041 HOUSTON, TEXAS, P.O. (713) 466-7788 BOX 40338 ZIP 77240 w60 13 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA EXP 600017 13, 2016 LOCATION: DURHAM, CA 95938 ep CAD DATE 9/ 1/16 SCALE N.T.S. I PHASE 1 BUILDING ID A JOB NUMBER 15-B-48501 SHECIVIL ET NUMBER E4 ISSUE �%�'� 0 60'-0" OUT -TO -OUT OF A B ~ 10 3/4" 0 0 i N 19'-1 1/4" -20'-0" I 19'-1 1/4" ER -3 F6�3 FB29.3 I FB6-1 F829.3, w/cr_ FB6^1 (F-9) FRA -1 (71 RA1-•1Y ER -4 BEARING FRAME ONLY! BOLT TABLE WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 9 RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. LOCATION I QUAN TYPE DIA LENGTH WASHER NOT NEEDED ON CLIP SIDE. ER-3/ER-4 8 A325 5/8'_ 1 3/4'_ 4 A325 1/2" 1 1 4" 1"3 MEMBER TABLE 12' FRAME LINE 9 MARK PART LENGTH EC -1 W8X18 16'- 1 5/16" EC -4 W8X18 18'-6 7/16" EC -5 ' W8X18 17'-8 7/8 - EC -6 W8X18 16'-10 7/8 ER -3 W8X10 24'-11 y8" • ER -4 W8X10 35'-0 1 2" CB -1 1/2" DIA. ROD 26'-6" CB -2 1 2 DIA. ROD 26'-0" FLANGE BRACE TABLE FRAME LINE 9 VID PART LENGTH FB29.3 L2X2X14G 2'-5 1/4" - FB6-1 L2X2X1/8 1 2'-5 1/4' e ti 1 I I I I EC -4 EC -5 EC -6 EC -1 ENDWALL FRAMING- FRAME LINE 9 _ F50 -L 1/2" � F50 F2901 -X 12 -------,------------------------------ F51 I- I 1 I � 'I . I I I OPEN TO REMAIN OPEN I I I 2'-4" I I _ Typ. connection for flange brace MARK F86-' L— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ENDWALL SHEETING & TRIM- FRAME LINE 9 ISSUE I DATE DESCRIPTION BY CK'D DSNin • • • 0 9/ 1/16 FOR ERECTOR INSTALLATION WO HPD SAF �' wI metallic �u�lcl�nc� com�onY GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. A 91 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 -ZIP 77240 C 64613 PROJECT: GINNO CONSTRUCTION x CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA M aw"W» LOCATION:. DURHAM, CA 95938 ep 13, 2016 CAD DATE SCALE PHASE BUILDING IDJOB NUMBER SHEET NUMBER ISSUE, s/ 1/16 N.T.S. 1 A 15—B-48501 E5 0 SPLICE.PiATE & BQL'i TABLE Web Depth Web Plate Outside Flange Mark Oty" Thick Length W x Thk x Length RF1-1 9.0 20.0 0.156 177.5 Mark Top , Bot Int Type Dia Length Width Thick Length 0.156 SP -1 4 4 0 A325 3/4" 2" 6" 1/2' 2'-3 7/8" 15.0/15.0 SP -2 4 4 0 A325 3/4 1 3/4" 6" 3/8 1 -10 1/2" SP -3 4 4 2 A325 3/4" 2 1/4" 6" 5/8" 2'-6" 6 x 1/4" x 149.5 BASE PLATE TABLE 18.2/23.0 0.156 89.5 BUILDING ID RF1-5 20.0/20.0 Col Plate Size 27.7 6 x 3/8" x 28.5 9/ 1/16 20.0/ 9.0 0.156 203.1 Mark Width Thick Length o 6x14 x120.0 • BP -1 1 6" 3/8" 10" 211 g OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=length(in) A - L2X2X14G C - L2X2X1/8 3" 28'-3 1 I I I I I I I P-1 8 1/4"1 I1'-8 3/4" 26 Gauge MEMBER TABLE Web Depth Web Plate Outside Flange Mark Start End Thick Length W x Thk x Length RF1-1 9.0 20.0 0.156 177.5 6 x 1/4-x 201.5 20.0/20.0 0.185 24.8 6 x 1/4" x 28.5 RFI -2 21.0/17.4 0.156 91.2 6 x 1/4" x- 150.3 17.4/15.0 0.134 60.0 RFI -3 15.0/15.0 0.134 120.0 6 x 1/4"x 1.20.0 15.0/15.0 0.156 120.0 6 x 5/16" x 120.0 15.0/ 15.0 0.134 120.0 6 x 1 /4 x 120.0 RF1-4 15.0/18.2 0.134 60.0 6 x 1/4" x 149.5 CAD 18.2/23.0 0.156 89.5 BUILDING ID RF1-5 20.0/20.0 0.185 27.7 6 x 3/8" x 28.5 9/ 1/16 20.0/ 9.0 0.156 203.1 6 x 3/8" x 110.8 E6 o 6x14 x120.0 • 32'-6" 211 g 13 @ 4'-7 7/16" o x o70 x izu.z 6 x 1/2" x 57.6 6x 1/4"x 151.3 6 x 1/4" x 240.0 6 x 1/4" x 120.0 6 x 1/4" x 60.1 6x5/16"x88.7 6 x 5/8" x 83.2 6.x 1/2" x 120.1 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED SUPERLOK PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR SUPERLOK ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOfNTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER SUPERLOK SHOWN 55'-1 7/8" CLEARANCE +/- 60'-0" OUT -TO -OUT OF STEEL FRAME CROSS SECTION- FRAME LINE 2 3. 4 5 6 7 8 ISSUE I DATE DESCRIPTION BY C 0 1 9/ 1/16 1 FOR ERECTOR INSTALLATION GJO H BP -1 T'-8 7 8" l8 1/4" metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 �Q 06013 PROJECT: GINNO CONSTRUCTION ;USTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA EXP i7 ep 13, 2016� LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE OF 9/ 1/16 1 N.T.S. 1 A 15-B-48501 E6 o _ Purlin A (2)1/2„x1 1/4' Steel Line (1) #1B - 1/4„ (2) 1/2" x 1 1/4" A325 M. Bolts _ Endwall Rafter ENDWALL COLUMN An Clip A325 Bolts \ 3/16' Plate ------ - - - Rafter 0 o II Purlin Clip II RA1 0 0 2" 2^ 3/16" Plate of Rafter O O Rake Angle =____-------------- -------- ----- II Purlin Clip OO • Purlin Clip II Purlin 3/16" Plate 3/16" Plate O O II I EW Rafter Anti-Roll Clip Anti-Roll Clip II O 3/16' Plate ® 3/16' Plate 1/2" Washer Column Side Not Clip Side Flange Brace Endwall Column —� As Required 3/16„ 3 3/16" 33. (4) 1/2" x 1 1/4" BASE PLATE 1/2" x 1- 1/4" A325 Bolts Cold Formed Rafter Main Frome Rafter A325 Bolts (Typ. U.N. on PLAN ELEVATION (Typ.) (U.N.) Section A Section A Endwall Drawing) . E3 BASE PLATE FOR ENDWALL COLUMN SECTION THRU HOT ROLLED RAFTER ANTI PURLIN ANTI-ROLL CLIP B6 HOT ROLLED ENDWALL COLUMN TO RAFTER 6 1/2" Roof Purlin CONNECTION BLOCK(SC-480)Steel Line L 11 1/4 Eave Strut 5/8"0 x 1 1/2" h Eave Strut - --F a(4) i A325 BOLTS w/ NUT ENDWALL — --- ` `_---------- ----------- �� — b is Rake ' RAFTER - `o �` �`, Additional ° �` \�`, PORTALAngle RAFTER' -------------------------- qP O O Flange Brace ��� (WF-2) z ' (As Required) \� ® Flange Brace (8) 3/4"0 X 2" �' I RF Rafter \ �' A325 BOLTS w/ NUT _jit o0 o OFlange II EW Rafter Brace Clip F- F-I 0 O O - p� 1/2" x 1 1/4" A325 Bolts L 1/2" x 1 1/4" A325 Bolts Endwall Rafter Z�rSEE ENDWALL DRAWING (Typ.) (U.N.) (Typ.) (U.N.) FOR BOLT DIA AND TYPE. G2 ROOF PURLIN TO INTERIOR FRAME RAFTER PORTAL FRAME TO � BUILDING COLUMN 18 LOW SIDE EAVE STRUT TO HOT ROLLED RAFTER Fg RAFTER SPLICE ALONG SURFACE ISSUE DATE DESCRIPTION BY CPD DAN 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF � metallic building company iaQ2 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 /► v64613 PROJECT: GINNO CONSTRUCTION x CUSTOMER: GINNO CONSTRUCTION OWNER: 808 VANELLA up Grimly ep 13, 2016 LOCATION: DURHAM, CA 95938 .11 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE OF 9/"1/16 N:T.s. 1 A 15-B-48501 DET1 0 EAVE STRUT - EAVE STRUT — -- — — — — ———— — — — — —— "ColumnWF or ._— ROD Cee T------- Bracing Pad SC18SC18 = (If Req'd) EAVE STRUT 1/2" x 1 1/4" BOLTS 1 1/2"x 1 1/4" A325 BOLTS — Hillside Washer ESI �� FRAME ii /2"0 x 1 1 /4"' A325 BOLTS IT COLUMN , ( EXTENSION OF TOP FLANGE — -- COLUMN Nut 1 /2"0 x 1 1 /4" A325 BOLTS BAY SPACING BAY SPACING mil connection �. ENDWALL RAFTER for of Flat Insert Rod Through Slot in Web. Washer SECTION ELEVATION SECTION ELEVATION Then Assemble Hillside Washer, Flat Washer, and Nut. I1 % EAVE STRUT TO ENDWALL RAFTER EAVE STRUT TO J� RIGID FRAME EAVE STRUT TO RIGID FRAME Q3 DIAGONAL ROD Fastener #4 1/4"-14 x 7/8" LL SD W/Washer' ' ' Fastener #4 3" O.C. mox. (Trim Color, For Placement 1/ x 7/8" LL � Fastener #3 Rigid Frome Column SO W/Washer ee Details Below) See Sheelin 12-14 x 1 1/4' LL SD W/Washer tL at 5'-7'-5' O.C. _ — Layou\ • Inside � Panel Closure HW455 1-3/4' Continuous Tape Sealer - with HW506 top & bottom = Fastener #14 * PBR Roof Panel bead of Tube 1/8"0 x 3/16". 2 \12 4SI/e nt to overtop \ 2" o.c. max. Sealer (For Placement Fastener 8t4A see details below) 1/8. x 3/8. Flat Eove Trim 10'-0' O.C. ® 1/4" bead F2955 ®' ® Tube Sealant Fastener #14 1/8' x 3/16' Rake Trim ' ` Fastener #17A at 36' O.C. 2' x 1 1/a' SD W/Washer 2'-0 O.C. (Profile varies, of at (7) Fastener #14 (7) Fastener #14 Standard F50 Shown) ave Strut required of lap required at lop \ tener #4 Fastener #4 ten 4 x 7/8" LL 1/4"-14 x 7/8" LL ` \ SD W/Washer (4) Req'd. Al Lop �Tr�/4-- W/Washer (4) Req'd. At Lop Y 4 Spacer Trim p° Fastener §17A F2901 8 8 1/2 Member (*) =Refer TO Anchor BOIL P 4 F or 12-14 x 1 1/4' SO W/Wosher F2914 10 Member Plan Y Standard — Northern F2927 12 Member 1-1/4• at 1'-0 O.C. F50 F234 R2 ANCHOR BOLTS AT SIDEWALL COLUMNS t it Open — RakeDetailDetail PBR Roof Panel Eove Trim LParloly WaIID PBR Signature Standard and Northern Rake End Lap Installation TRIM -49 Eave Trim - Fully Open Wall — PBR Roof Panel TRI M141 ISSUE DATE DESCRIPTION BY CK'D DSN /y� metallic building c oma 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF I � 1 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 CSul PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA ep 13, 2016 LOCATION: DURHAM, CA 95938 CW11 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE'S 9/ 1/16 N.T.S. 1 A 15-13-48501 DET2 0 I Standard Grade Description Fastener Number Application pp 1/4"-14 x 7/8" 4A Stitch & Trim Scirew 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 176 Member Screw 12-14 x 2" 28 Member Screw Long Life Description Fastener Number Number Application 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4", 3 Member Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2" 58 Member Screw Note - Standard detoils call for 1 1/4" fasteners as member screws by default. 1 1 /4", 1 1 /2", or 2" depending on insulation, application, or customer request. Fastener #4- 1/4-14 X 7/8" LL SO W/Washer at 1'-0 O.C. PBR Roof Panel Outside Panel Closure HW456 with Continuous Tope Sealer HW506 on top & bottom "Fastener #3 12-14 x 1-1/4" LL SO W/Washer Fastener #17A 12-14 x 1-1/4" SO W/Washer at 1'-0 O.C. 2" I Fastener #17A 12-14 x 1-1/4 SO W/Washer at 2'-0 O.C. High Side Eove Trim Standard F54 (Shown) + Standard Large F3865 Fastener #4A 1/4-14 X 7/8" SO W/Washer at 1'-0 O.C. Spacer Trim F2904 — 8" or 8 1/2" Member F2917 — 10" Member F2930 — 12" Member Steel 1-1 /4" Line BOLTS, SEE RF DWG FOR SIZE� "a—re BOLTED END PLATES ,/- TOP FLANGE WEB BOTTOM FLANGE L EXTENSION BEYOND FLANGE IS OPTIONAL FOR TOP & BOTTOM FLANGE. High Side Eave Detail — PBR Roof U BOLTED END PLATE RAFTER SPLICE Self—Drilling Screw Applicotion Standard Trim — Partially Open Wall — PBR Roof Panel SCRW1 Standard Trim - Fully Open Wall - PBR Roof Panel TRIM -417 7,, 5„ 7„ 5" 7„ A 2 1/2- 12" 12" B "PRR" Pnnol "PBR" Panel Bearing Leg Stitch Screw 1/4-14 x 7/8" Sheeting Direction SO, at 20" O.C. 12" 12" 12 7" 5" 7" 5" 7" A A B 2 1/2 12" 12" "PBA"/"AVP" Porlel B "PBU" Panel Member Screw 12-14 x 1 1/4"SD 06013 PROJECT: GINNO CONSTRUCTION 12" O.C. at Each Member •PBU" Panel Bearing Leg OWNER: BOB VANELLA UP. ep 13, 2016 8rA=1I Extended Leg Panel DATE SCALE Stitch Screw BUILDING ID JOB NUMBER SHEET NUMBER 1/4-14 x 7/8" Sheeting Direction SD, at 20" O.C. Sheeting Direction .� I A 1 15-13-48501 1 DET3 0 = At Base, Rake, Eave, and Mid Span End Lops 6" 1 6° 6" 1 6" 6" 6" A 12" 12" 12" A B 0 12 12 12 B B = At Intermediate Member, "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel Fastener Location for Panel At Wall TRIM -174 DATE I DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION Top Flange O O Web Bottom Flange Top Bolts - See Rigid Frome Drawings For Size Intermediate Bolts O C — (As Required) See Rigid Frame Drawings For Size O O Bottom Bolts - See Rigid Frome Drawings For Size O O U 3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION 12" 12" 12" Stitch Screw Tope Seal 1/4-14 x 7/8" - 9 1 2" 9 1/2" 9 1/2" At 20" O.C. 2 1 2" 2 1/2-1 2 1 2" Sheeting Direction Detail "A" All Roof Members Except As Noted Below 12" 12" 12" 2 1/2" Detail "A" Member Screws 4"+ 12-14 x 1 1/4" Roof Panel at 5", 7", 5" - Two Continuous Layers 2 1/2" HW507 Tape Seal Roof -' Purlin Panel } Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Panel TRIM -175 BY CK'D DSN ;JO HPD SAF �' I '; metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 06013 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA UP. ep 13, 2016 8rA=1I LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE'S 9/ 1/16 N.T.S. i I A 1 15-13-48501 1 DET3 0 PBR Roof - Northern and Northern Large High Eave Rake Corner -14' Wall Panel MPR04012 4 PBR Roof - Northern and Northern Large High Eave Rake Corner -14' Wall Panel MPR04012 PBR Panel - Standard and Standard Large - Signature Rake Trim - Open Wall MPR05003 PBR Panel - Standard and Standard Large High Side Signature Eave Trim - Open Wall - eMPR06009 Mar'14 x03 Nov'14 e02 Nov'14 x04 CUSTOMER:' GINNO CONSTRUCTION OWNER: BOB VANELLA Fastener #4 LOCATION: DURHAM, CA 95938 CAD - SCALE PHASE }-14 x a" LL SO W/Washer JOB NUMBERSHEET NUMBER ISSUE'S ' 9/ 1/16 N.T.S. at 1'-0 D.C. A 15-B-48501 DET4 0 _ Fastener • Tope Sealer HW506 12-14 x 1}' SD W/Wassherheer � PBR Roof Panel at each purlin Roof Panel Field Cul lop flange flush Fastener #4 Fastener #17A 12-14 x 1}' SO W/Wosher - with Rake Trim and cut J-14 x a" LL outer 11'. face leg and SD W/Washer _ at 2'-0 O.C. Fastener 4 I . bend down to create tab. OOWnhill 3" O.C. Max. Trim Color ( ) Rake Trim }-14 % �' LL (4) at Northern (Shown) Standard F50 (shown) SO W/Washer 2" J" bead of Tube Sealant (5) at Northern Large Standard Large F3850 Rake Angle at 1'-0 O.C. to overlap Tape Sealant RAI _ Outside Pand closure HW456 ' with Continuous Tape Sealer HW506 an lop $ bollom Faslens 117A ® - - - - - - 12-14 x 11• See Below _ - PBR Rool Pand So W/Washer ® at 2'-0 O.C. Spacer Trim + High Side Eove Trim F2901 - 8" Member Standard F54 (Shown) F2914 - 10" Member 1}- - Steel Standard Large F3865 ' F2927 - 12 Member Fastener #17A 12-14 x 1}" Line SO W/Wosher Fast -13 - each purlin 12-14 a 1• LL - ' _ Rake Trim Rake Trim Rake Slide Trim SD W/Wosher , Fastens #4A ' 1SO -ta X (' }" bead Fastener #4A F215 1-14 x a" SO W/Wosher '-a Tube Sealant at l' -O O.C. Fastener Q4A of I'-0 O.G, ._ O.C. . . Mitered R(Sh Trim Northern (Shown) F234R (Shown) \ `Wall Cover varies (PBR Shown) - Mitered Eave Trim Northern (Shown) F259R (Showni }-14 x a" SD W/Washer al 1'-0 O.C. Standard Alternate .Fastens 117A 12-14 x I 1• /O , Spacc Trim F29D4 8• ar 8 1/2- Membs F234L (Opposite) Field Cut (lush with F259R (Opposite) Northern Lorne For roof runs of For roof runs I OC. Steel 1.1/4 F2917 10' Manby F2930 12- Member Northern Lorne F996R (Shown) face of Panel or Trim F904L (Shown) F904R(Opposite) 100' or less greater than 100' - _ Line _ F996L (Opposite) - Note: For some special conditions the outside rib of the finish panel may fall - See Canlruction oeta8s Fastener X14 a"o x rj- Fastener �4A }-14 x short of the rake trim. Use the rake extension trim for this condition. Field ror re4aircd attachment 2" o.c. max. SO W/Washer cut the rake trim and rake extension trim if required. of Eove and Rake Trim (8) at Northern (Shown) V -O O.C. Max. ` to Roof and Wall. (10) at Northern Large (Trim Color) Wall Panel Closures not - Shown for clarity. .. ' N ' x ISSUE I DATE DESCRIPTION 0 1 9/ 1/16 FOR ERECTOR INSTALLATION f metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 06013 PROJECT: GINNO CONSTRUCTION CUSTOMER:' GINNO CONSTRUCTION OWNER: BOB VANELLA EXP & MIT ep 13, 2016 LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE'S 9/ 1/16 N.T.S. 1 A 15-B-48501 DET4 0 O O O Edge Joint Q NOTES: Typ Both , THK. WELD SIZE Sides �T� 16 Go 1/16": 0.0625 inch 14 Go 5/64": 0.0781 inch 12 Go 7/64": 0.1094 inch 2_24 10 Go 9/64": 0.1406 inch 2_24 JV O L 2 1�0 . L2 -0 3" ( TYPICAL COLD -FORMED CONNECTIONS 1" L/2 Q) 3/8" Thk or z 3/8" Thk , ,� T BGTSM / \ < 3/8" Thk)— — z 3/8" Thk BGTSM— , - z 3 8" Thick BGTSM or < 3/8" Thick Q IM s 3/8" Thk Below 3/8" The Material Has No Joint hk5z< 3/8" Thk)-9-- 2: 3/8" Thk BGTSM %— 0 0 < 3/8" Thk z 3/8 Thk Thick- Thick SM IP Thick Thick Straight Column Column Tie 11 Ab Thk a�—© T 3/8" Thk BGTSM Typ Typ Typ © Typ At Interior Wide Flange Webs Base Plate Types Q) � N. < 3/8" Thick ` or oil z 3 8" Thick " BGTSM O b 1 �< T� a Typ \ � < 3/8" Thick or T 368" Thick B TSM Straight Column TWe 2Column TWe 2 DATE I DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION Some As Bottom Flange\ -1 . , *) o Some As Conn Plate t s 3/8" 1 a b > 3/8" 1 © <3/8" Thk or b T—`z 3/8" Thk � BGTSM " —<<3/8 oThk T�Thk BGTSM L 2 Weld Int 3-6 © L 2 Over 24" Deep Webs (Z) r\ Typ Q „A„F JA < > 3/8" Thk Plus 3 Inches. ® X ' Typ ®X Note' I I M X BGTSM = Back Gouge Notch > To Solid Metol (Typ. 3/8" Typ Typical Stiffener Detail Stiffener Detail SECTION A—A Bockinq Ring - Some Ntaten.I As Pipe This Drawing And The Information Contained And/Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND PROPRIETARY and may not be reused, reprinted, distributed or otherwise disclosed Interior Column Conn Plates W-1/WELD DETAIL SHEET � metallic buildin!) compahy� 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 "613 PROJECT: PRQIECT: GINNO CONSTRUCTION' � CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA UP Mal LOCATION: DURHAM, CA 95938 ep 13, 2016 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE' 9/ 1/16 N.T.S. 1 A 15—B-48501 DET5 0 ** Note: Sizes Of Fillet Weld For Web—To—Flonge Weld A ge Skb Web Thickness Flan e Thickness 3/16" 1/4" To 1/2" Over 1/2" 10 'Go & 3/16" 3/16" See Note 2 1/4" 3/16" See Note 5/16" See Note 1/4"2 1 3/8"_. - 5/16" Over 3/8" See Note 3 �(R) <3/8" Thk or ® Notes: 3/8" Thk BGTSM 1.) 3/16" Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified By Engineering. 2.):Weld Size Equals To Thickness Of Web Or See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Both,Sides Of.Web To Flange 3" Beyond Both Ends Of Bracket. (2),2 1/2" 5.) Flange To Flange Or Flange To Connection Plate Weld Sizes Are Determined By The o (2) 2 1/2" Following Criteria: Typ Flg Brace Clip tf < 3/8" 3/16" Fillet 3/8"< If < 3/4" N With --)/4" Fillet If > 3/8" N With; 5/16" Fillet. 'rte Weld Need Not Exceed Thickness Of Thinner Part Joined. , 6.) Weld Size Is To Be 1/16" Less Than Thicker Plate, But Not To Exceed Thickness Of n /�2 Thinner Plate. ©`L 2� 7.) Opposite Side Weld Length To Be o Dimemension Plus 3 Inches, and b Dimension Plus 3 Inches. ® X ' Typ ®X Note' I I M X BGTSM = Back Gouge Notch > To Solid Metol (Typ. 3/8" Typ Typical Stiffener Detail Stiffener Detail SECTION A—A Bockinq Ring - Some Ntaten.I As Pipe This Drawing And The Information Contained And/Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND PROPRIETARY and may not be reused, reprinted, distributed or otherwise disclosed Interior Column Conn Plates W-1/WELD DETAIL SHEET � metallic buildin!) compahy� 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 "613 PROJECT: PRQIECT: GINNO CONSTRUCTION' � CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA UP Mal LOCATION: DURHAM, CA 95938 ep 13, 2016 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE' 9/ 1/16 N.T.S. 1 A 15—B-48501 DET5 0 • , " FIELD SERVICE PROCEDURES IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: CAREFULLY CHECK YOUR PACKING LIST WHILE UNLOADING. MARK ANY NEMS, WHICH APPEAR TO EB MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE DELAY T SHOWN R THE AS SOON AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. � -' : RESPONSE. SHORT MATERIALS -IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE 10 BE � VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING ° AUTHORIZATION FOR CORRECTIVE WORK NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO LINE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS OR WHICH REQUIRE THEIR CHANGES IN THE MEMBER CONFIGURATION r SHOULD H REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO O CORRECT THE ERROR OR TO APPROVE THE ENABLE WHOEVER IS RESECONOMICAL METHOD MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (AISC - 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE UNLOADING, HANDLING, AND STORING MATERIALS STRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING i0 A PRE -ARRANGED PLAN. PROPER LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. NOTE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, 1'-0' FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS FOR LOADS THAT MAY HAVE ROOF AND WALL PANELS MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY .MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS � SHOULD E LIFTED OF THETRUCK WITH EXTREMECAR TAKEN TO INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED DAMAGE DURING CONSTRUCTION THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING - METHODS USED DURING THE CONSTRUCTION of THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF, FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS PRINCIPALLY SULFUR DIOXIDES AND DIRT PARTICLES COLLECT IN THESE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE . CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY, BUT MOISTURE IN THE.FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE SHIFTED DURING TRANSIT! - -- DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MANUFACTURER, AN 'AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN WRITING BY - , _ OfF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THE PROBLEM. OVERDRIVING THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCHREMEMBER, THE MANUFACTURER TOT THE WORK AT A COST NOT TO EXCEED THE SAFETY FIRST! -THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED.,: ,CORRECTIVE FORTH. MAXIMUM TOTAL COST SET FORTH. + END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED SO ENCOURAGE DRAINAGE IN CASE OF SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, _ ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE 'INITIAL CLAIM' MAY BE BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB RAIN. OVERDRIVEN FASTENERS. CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IFFROM DIRECTED BY THE MANUFACTURER IN THE 'AUTHORIZATION OF CORRECTIVE WORK.' ONLY THE DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO IT IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE OUANTITIES THAT ARE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE • INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER � �`� BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE ORDERED OR THE - BOLTED TOGETHER INTO SUB -ASSEMBLIES WHILE THE GROUND. EXTRA CARE SHOULD FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS DE REMOVED FROM THE PANEL BUILDING QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE •. ACCO _ FINAL CLAIM .- THE 'FINAL CLAIM' IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO TI ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM HANDLING_ - WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. SURFACE. CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS OR FILLINGS ORDER DOCUMENTS, CLAIM IS TOO BE MADE OF THE MANUFACTURER. THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE. ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED DAMAGED OR DEFECTIVE MATERIAL -DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF THE THE MANUFACTURER WITHIN TEN 10 DAYS OF COMPLETION OF THE CORRECTIVE WORK THE STAIN IS USUALLY SUPERFICIAL &HAS LTITLE EFFECT ON THE APPEARANCE OR SERVICE MOISTURE. WHEN PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL DEGREE 0 DAMAG .MUS B NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND AUTHORIZED BY THE MANUFACTURER. IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL. TO PREVENT ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER 1S NOT _ SUCH AS GIRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, THE 'FINAL CLAIM' MUST INCLUDE: SOFTEN REDUCING ITS BOND TO THE STEEL. THEREFORE, UPON RECEIPT OF A JOB, ALL PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. SEE CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF INCLUDING, BUT NOT LIMITED T0: FASTENERS, SHEET METAL, "C' & 'Z' SECTIONS &COVERING 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE 10 ALLOW ANY TRAPPED R1-07 'DAMAGE FROM CONDENSATION OR TRAPPED WATER.' SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE SHAVINGS ARE NOT PANELS THAT BECOME WET AND/OR DAMAGED 8Y WATER WHILE IN THE POSSESSION WORK AND ACTUAL HOURLY RATES PAY. WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION' FOR DRYING. PUDDLES OF WATER - DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS OR DEBRIS OTHERS. PACKAGED OR NESTED MATERIAL THAT�BECOMES WET IN TRANSIT MUST BE UNPACKED, N ` .2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. - _ - C SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE _ , CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. SAME REASON. -- ' AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE ERECTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE •4. COST OF MATERIAL NOT MINOR SUPPLIES AUTHORIZED BY THE MANUFACTURER TO BE •( ) � MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER UNITS, ETC... CARRIER IS A COMMON CARRIER,THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE ' PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID INVOICES. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR WALK COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP .PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4). THE PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND TRANSLUCENT PANELS! FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED 'FINAL CLAIM" MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. _ EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE, THE EDGES BY VISUAL INSPECTION. CUSTOMER. -FINAL CLAIMS' ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER USE WOOD BLOCKING,TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER OIL CANNING IS NOT CAUSE FOR REJECTION IN AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL TIGHTNESS OF THE PANEL COULD,BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN EXCESSIVE MATERIAL - THE MANUFACTURER RESERVES THE RIGHT RECOVER ANY MATERIAL W IN WRITING IN THE 'AUTHORIZATION FOR CORRECTIVE WORK' OR TOTAL ACTUAL DIRECT ALL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE RI -06 TITLED AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. DELIVERED EXCESS THOSE REQUIRED BY THE ORDER DOCUMENTS. E COST OF CORRECTIVE WORK. - 'SHOP PRIMED STEEL' - THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT E INITIAL CLAIM - M THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN. M OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. x DAMAGE AND FOR SAFETY CONSIDERATIONS. OR VERBAL 'INITIAL CLAIM' TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, " IMPORTANT NOTE •• - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, TEMPORARY SUPPORTS " DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. SUPERVISION, OVER AND PROFIT ARE NOT SUBJECTED TO CLAIMS. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE THE "INITIAL CLAIM' INCLUDES: SHIPMENT ARRIVAL TIME - EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER ARRIVES OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND - DRAINAGE PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE MAY I. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS, INCLUDING QUANTITIES. AT THE JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS Ir OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATION 2. DESCRIPTION OF.THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING U OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE ESTIMATED MAN-HOURS. 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. FROM WIND. SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING _ _ ELEVATE - ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL QUANTITIES AND COST. - •+ FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE _ - WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REOUIRE TOUCH-UP IF 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED .,. - LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. FROM OTHER THAN THE MANUFACTURER. STANDARD PRACTICE, 9TH ED.). ''' - " - THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE - - LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE R1-01 _ R1-02 R1-03 - R1-04 '. IS EXTENSIVE THEN REPLACEMENTOFTHE ENTIRE PANEL SHOULD BE CONSIDERED. - .. _ R1-05 Erection Guide R1 Jul'13 02 _ .. I. r ISSUE DATE DESCRIPTION BY CK'D DSN 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF 'i! metallic building company - 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C 13 ' PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: 608 VANELLA �Pii @P ;3,6 LOCATION: DURHAM, CA 95938 Cwt U CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUET � �`� 9/ 1/16 N.T.S. 1 A 15-B-48501 DET6 0 HOP PRIMED SIEEL ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION RESISTANT, MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER 15 INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER -HOLDING POCKETS, DUST, MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 IV 4.2.4) GAL VAI UM GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT REFLECTIVITY OF ALUMINUM & THE SACRIFICIAL ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR BUILDING PANELS. PRE -PAINTED 99-CEMUME STEEL AS A SUBSTRATE, PRE -PAINTED STEEL IS GIVEN AN ADDITIONAL RUST INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH COAT, DESIGNED ONLY FOR INTERIOR USE. IS APPLIED ON THE OPPOSITE SIDE. GALVALUME AND PRE -PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. PAINT AND COATING MAINTENANCE REMOVE SMUDGE MARKS FROM BARE GALVALUME ® . FORMULA 409 HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTIST'S BRUSH, LIGHTLY APPLY A MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL / COVER THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING / PURCHASING TOUCH-UP PAINT AS NEEDED. Erection Guide R1 Jul .13 02 DAMAGE FROM CONDENSATION OR TRAPPED WATER IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE BODIES OF WATER. IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE. THIS WILL HELP PREVENT MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE PANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE. THE BUNDLES MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SIDES. RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS AND ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE AND IS COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR -WHITE RUST-. Alli LIKL;ULAIIUN A SOFTENING OF'THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE ALLOWING A SLOW OXIDATION PROCESS CALLED 'WEATHERING' TO OCCUR THAT INHIBITS FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD TO 'RED RUST' IN A SHORT TIME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. R1-07 SAFETY COMMITMENT THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE DUALITY BUILDING COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING MANUFACTURER. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDMONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. ICE AND SNOW REMOVAL EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE TO ROOF AND POSSIBLE COLLAPSE. DO NOT USE METAL TOOLS TO REMOVE THE ICE OR SNOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE, CAREFUL AROUND PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX A8 FOR DETAILS ON SNOW REMOVAL PROCEDURES. THESE PROCEDURES SHOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS REALIZED. DEBRIS REMOVAL ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES. ANIMAL DROPPINGS, ETC. WILL CAUSE CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF FOUND. THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT WITH ROOF PANELS, ESPECIALLY GALVALUME(g), FOR EXTENDED PERIODS OF TIME. PERIODIC INSPECTION ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS. DRAINAGE • KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLY DRAIN FROM ROOF. • DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS. THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. ' 00 NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. • ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. R1-08 DATE I DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION ROOF MAINTENANCE GUIDELINES • INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. • INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH URETHANE SEALANT. • ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. • REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. - • WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: ' USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. • DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. ' DO NOT WALK ON LIGHT TRANSMITTING PANELS (LTPS). THEY WILL NOT SUPPORT A PERSON'S WEIGHT. • GUARD ALL LTPS AND ROOF OPENINGS. • STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING ROOF STRUCTURAL • AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE PAINT OR GALVALUME ® COATING. EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. FOOT TRAFFIC KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT ENDLAPS. ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUME ® ROOFS. EXCESSIVE FOOT TRAFFIC MAY CAUSE BLACK BURNISH MARKS. iF REGULAR FOOT TRAFFIC IS PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN ADDITION. A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO THE ROOF AND THE REASON FOR SUCH VISITS. DISSIMILAR METALS NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN CONCRETE. MORTAR AND GROUT. R1-09 Secondary Steel Alignment for all IMP Projects SUPPORT ALIGNMENT LIMITS SUPPORT SPAN IMAX DEVIATION OUT •SEE SCHEDULE oFOR ALIGNMENT UMITS Correct Alignment R1-10 L Mis-Alignment (Unacceptable, Avoid These Conditions) kiE°{ metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 f PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA LOCATION: DURHAM, CA 95938 CAD DATE s/ 1/16 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15—B-48501 SHEET NUMBER DET7 ISSUE 0 CM113 EXP 50017 ep 13, 2016 BUILDING ANCHORAGE SPECIFIED COLUMN ' '✓Y CENTERLINE STEEL LINE * , I STEEL LINE - tl 8 f1/4' FOAM BOARD TEMPLATE . I C — •I A C A t1/B. .I I _-�__�_ _ B E , DIMENSIONS A. B. AND C AS GIV0 1.To determine that the foundation is square, measure diagonal dimensions to be sure they ore of equal length. 2. To determine that the foundation is level, set up -a transit or level and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor bolts against the Anchor Bolt Setting Plari furnished by the Manufacturer. All dimensions must be identical to assure a proper start–up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within an anchor–rod group sholl be equal to or less than 1/8 in. [3 mm]. (b) The variation in dimension between the centers of adjacent anchor–rod groups shall be equal to or less than 1/4 in. [6 mm]. FOR! SOAP (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor–rod groups along the column line through multiple onchor–rod groups shall be equal to or less than 1/4 in. per 100 It [2 mm per 10000 mm], but not to exceed o total of 1 in. [25 mm] (e) The variation in dimension from center of, any anchor–rod group to the column line through that group sholl be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. "- 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, sholl be located and set by the owner's designated representative for construction in accordance with on approved embedment drawing. The variation in location of these items shall be limited to o magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by the owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the os -built locations of anchor rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction sholl obtain the guidance and approval of the owner's designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Bolt Setting Plan. All anchor bolts should be held in place. with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be mode before the costly installation labor and equipment arrives. Erection Guide QW -01 ON ANCHOR BOLT PLAN ANCHOR ROD SETTING TOLERANCES t1/2- t1/8 FINISH FLOOR BASE PLATE AND ANCHOR ROD TOLERANCES SHEETING STEEL LINE NOTCH 8 E D BOLTS PROJECTION OF ANCHOR BOLTS 'D' GIVEN ON ANCHOR BOLT PLAN. SHEETING NOTCH SHOWN BUT NOT REQUIRED FIELD TOLERANCES H/500 Height (t) TOLERANCE 10' 1/4' 1 12' 5/16- 1 500 15•' 3/8• 500- 20' 1/2- 25' 5/8- ' ' 30' 3/4- 45' 1 1/16" - 60' 1 7/16" . t COLUMN ALIGNMENT TOLERANCES MEZZANINE BEAM HEIGHT TOLERANCE t ISSUE DATE DESCRIPTION BY I CK'D DSN ' 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF j metallic huilding company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9/ 1/16 N.T.S. 1 A 15-B-48501 DET8 0 C6013' ep 13, 2016 ISSUE DATE DESCRIPTION BY I CK'D DSN ' 0 9/ 1/16 FOR ERECTOR INSTALLATION GJO HPD SAF j metallic huilding company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9/ 1/16 N.T.S. 1 A 15-B-48501 DET8 0 C6013' ep 13, 2016 SIDEWALL 1 1 500 r 500 o z 500 500 L 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES a p PURLIN ANGLE (W/ 2 Z SELF -DRILLERS HANGER ROD- SUGGESTED METHODS **(Not by Metol Bldg Manufacturer) An angle is self -tapped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral food) = 150 lbs. See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. Roof Jack Installation Panel profile II vanes Down Curb Base Length Up may' 12" Min orred Hill Hill 6' Min.= Endlo Install Pipe in center to allow base of rubber roof jack to lay flat on panel. Endla •� Cannot encompass more than 75% of panel. - - U 4' ❑ Do not use galvanized roof jocks, lead hats or other residential grade roof jacks. These roof a Mo Root Panel jacks do not hove 20-yeor service life and, in the case of lead hats, will cause galvanic - corrosion of the roof panels. Roof Panel - ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top ®Purlin Line of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of Indicates Roof Panel Support location the pipe. Ponel Rib ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealant A Indicates Curb Base Support location Profile Floating Panel Support as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with ro c 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed portion of the pipe. Roll the lop of the roof jack back over the tape sealant. Apply the U Lift Plate stainless steel clomp over top of roof jack and firmly tighten to form a secure compression P Curb Base N c (If Required) seal. �o ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the panel. Section : "A" If a pipe must be installed through a panel seam, or if the pipe diameter is so large to (Insulation when specified) block the flow of water down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jock. For pipes in which top cannot be The curb details shown illustrate the building manufacturers recommended curb style accessed, a two-piece pipe curb is available. and installation method. It is the erector / installer's responsibility to provide the ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow proper curb style and install them in accordance with the procedures established by retention system immediately up slope from the pipe. these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 18ga. Stainless (No Golvalume/No Galvanized) 2. Panel rib to rib installation (No flat skirl or lay -over Curbs) 3. Installed over low end / under high end application for water flow at panel splice 4. Up lift prevention for clip applied roof systems are required if: .. a. Wind load exceeds 110 mph or b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500§ Roof Curbs (When not Supplied by Building Manufacturer) SUGGESTED METHOD OF PURLIN ATTACHMENT ^2 BLDG ACCESSORIES) OCLIP ROD, ANGLE OR CHAIN DO NOT INSTALL HANGER DO NOT INSTALL PURLIN CLIPS OF ANY ROD IN FLANGE OF PURLIN KIND ON FLANGE OF PURLIN AS SHOWN THE INCORRECT WAY Erection Guide R2 Feb'1; DATE I • ' DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION Panel profile ## Stainless Ste Step **Stainless Steel Step 3 Tri—Bead Tap_ ___._... HW504 Roof Jack Installation Aonufocturer) ... I„. 11.111N. 'Tri -Bead Tape ,nt Continuously rid Pipe Y## c 7/8” Lap Tek S.D at 1" O.C. 3ead Tape Sealant 04 06013 ifl� 8I30@0IT ep 13, 2016 metallic building comronIV 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: 808 VANELLA LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE 8UILDING ID JOB NUMBER SHEET NUMBER ISSUE 9/ 1/16 1 N.T.S. 1 I I A 15-B-48501 DET9 0 06013 ifl� 8I30@0IT ep 13, 2016 l;rr a. PRE -ERECTION NOTES: The following notes, proceduresand suggested recommendations ore important parts of the pre -erection process. 1.) Prior to the time the erection crew arrives, o responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. 12' ANCHOR ROOS 6' 0 0 � O � do Esc 9� DIAGONA p SHOULD EOUAL Q� hJ 0 0 LS BE Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts ore set square. 2.) When unloading the building, carefully check off each item from the packing list. Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns and hanging rafters. 5.) Layout the girls and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed.- 6.) nstalled-6.) Unload and place trim crates out of the way, since these will be the lost required. 7.) Unload and place panels and insulation out of the way. .NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, requiring very careful handling. 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning thereafter, inspect he panel bundles for moisture between the panels. This Is especially important with golvolume or galvanized panels. The panel finish must be protected of all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT 0 0 4 BOLTS sc&RENS O RAMP 2 O o 0 a (D o 1. Girts, Eove Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwoll Girts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary romp of timbers from grade to slab to prevent damage to concrete edge from equipment traffic. 6.) Instoll clips and' flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. Erection Guide �. R3 May '12 GENERAL ERECTION NOTES MASTIC SEALANT 1.) All clips, flonge braces, bolts, bracing systems. ETC. must be installed as Proper moslic application is critical to the weather tightness of a building. Mastic shown on erection drawings. should not be stretched when Installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During warm 2.) It is extremely important, especially during construction, that panels at the weather, store mastic in a cool dry place. During cold weather (below 60') . 'eaves, rakes and ridges be kept secure. mastic must be kept worm (60'-90°) until application. After mastic has been 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless applied, keep protective paper in place until panel is ready to be installed. specified on -erection drawings for the building. I IMPORTANT NOTE: 4.) Tighten column wind brace rods/cables (exterior and interior) before All details, recommendations and suggestions contained in the ERECTION GUIDE tightening roof rods/cobles. Roof rods/cobles are tightened from eove to peak.. portion of this drawings set ore for general guidelines only, and not meant to be all-inclusive. Industry accepted installation practices with regard to all areas not 5.) High strength bolts (A325) must be used where specified. specifically discussed in this section should be followed. Only experienced, knowledgeable installers familiar with accepted practices should be used to assure TEMPORARY CONSTRUCTION BRACING a quality project. 1.) It is the responsibility of the erector to maintain stability of the structure It is emphasized that the Manufacturer is only a manufacturer of metal building during all stages of erection, particularly when left overnight. components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices noted in the ERECTION 2.) Temporary supports, such as temporary guys, braces or other elements shall GUIDE are intended 'to represent only a guide as. toIthe sequencing and how the be the total and complete responsibility of the erector. The temporary supports components could be assembled to create a building: Both the quality and safety required shall be determined and furnished by the erector. of installation and the ultimate customer satisfaction with the completed building 3. Temporary construction supports p ry pports sholl be provided wherever necessary to are determined by the experience, expertise, and skills of the installation crews,. as well as the equipment available for handling the materials. Actual installation accommodate all construction loads to which the structure may be subjected, left In place as long as may be required for safety. operations, techniques and site conditions ore beyond the Manufacturers control. PANEL CAUTIONS AND NOTES To minimize potential of corrosive action at the bottom edge of wall panels, .the contractor must assure that the following procedures ore followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and metal panels con undergo varying degrees of corrosive attack when in direct contact with the concrete.) After the first week of the curing cycle, the reaction between metallic coatings on steel and the concrete is essentially holted. CLEAN DIRT FROM WALL PANEL AROUND PANEL BASE PANEL NOTCH FOUNDATION (SHOWN) OR� BASE TRIM 4'TT_Q "SLOPE FINISH GRADE MINT AWAY FROM BUILDING 2.) Top of finish grade at building to be o minimum of four (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to insure proper drainage. 4.) Upon completion of finish grading, all dirt- is to be cleaned from around base r of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing - roof/wall panels. Drive the fastener in until it is tight and the washer is firmly - seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM. fastener driver should be used for self -tapping screws. Discard worn sockets, these con couse the fastener to wobble during installation. I CORRECT DEGREE OF TOO TIGHT TOO LOOSE TIGHTNESS SEALANT SOUEEZED TOO THIN SEALANT IS NOT NOTE SLIGHT CIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO - SEALANT FASTENER HEADFORM SEAL - NOTE: Always remove metal filings from surface of panels of the end of each - work period. Rusting filings can destroy the point finish and void any worronty. I t DATE DESCRIPTION BY CK'O DSN ' • 9/ 1/16 FOR ERECTOR. INSTALLATION GJO HPD SAF metallic b u i I d tog c om p in n Y 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9/ 1/16 1 N.T.S. 1 A 15-B-48501 DED 0 0 ' C6013 ep 13, 2016 STEP 1: ERECT FIRST BAY WALL FRAMING NOTE It is the responsibility of, the PRIMARY FRAM erector to provide temporary erection bracing until the structure is completed. END FRAME - RAFTER END POST CORNER C 1A: Determine from erection drawings furnished with the building the location of the first braced boy. Framing for this bay will be erected first. 1B: Stand adjacent primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. NOTE: The end frame may be a bearing frame with the rafter supported by end posts, or a rigid frame with the rafter self—supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has a rigid end frame, it is erected the some as interior frames as described in steps 1 and 2. 1C: Attach wall girts to the primary frame column and corner column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub—nut (see detail on erection drawings). 1D: Install the eave strut by bolting to the top of the columns. Refer to the erection drawings and attach column flange brace where shown. Flange braces may be required on one or both sides of the columns. If a flange brace connects to o girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay girts are installed. NOTE: As wall girls are installed around the building, framing for factory located framed openings and accessory framing to which the girts attach should be installed. Feld located accessory framing may be installed of the some time as girts or at a later time. IE: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this time but do not tighten completely until the bay is plumbed. 1F: Repeat steps 1B thru 1E for wall framing on the opposite side of the building. 1G: Attach clips to the end posts and stand these posts over the Anchor Rods. follow the procedure as described for corner columns in step 18. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. STEP 2: ERECT FIRST BAY ROOF FRAMING PURLINS NOTE It is the responsibility of the erector to provide temporary erection bracing until the PRIMARY FRAME structure is completed. RAFTER / TEMPORARY ERECTION BRACING END / FRAME END POST BRACING Erection Guide R3 May `' STEP 4: ERECT REMAINING STRUCTURAL FRAMING • CAUTION NOTE Until rafters are bolted in place with purlins and flange braces installed, they are It is the responsibility of the easily damaged by incorrect or careless handling procedures. Use extreme caution erector to provide temporary when lifting rafters. Two booms should be used to lift any pinched rafter section erection bracing until the 80 feet or more in length. 71 _ structure is completed. PURLINFBRACING 2A: Bolt primary frame rafter together of peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the EAVE STRUT rafter before lifting since these items ore more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to ,column knee connections. 28: Install end boy purlins from end frame rafter to the first interior frame rafter. The end boy purlins will overlap the interior boy purlins at the frame GIRTS as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the boy is plumbed. PRIMARY FRAME2D: Plumb and square the first bay. After alignment, tighten wall bracing first and ARY ERECTION BRACING the roof bracing working from eave to peak. Tighten any remaining bolts.ENPlumbing and aligning o total structural system begins with the first braced boy FRAMEand continues through completion. Accurate alignment of the first boy is EN essential for correct alignment of succeeding bays. The installer is responsible for POST choosing the best method suited for plumbing and aligning the structural system. STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY NOTE It is the responsibility of the END BAY erector to provide temporary PURLIN erection bracing until the structure is completed. '-TEMPORARY ERECTION BRACING END FRAME END BAY GIRT RAFTER END POST ENDWALL CORNER GIRT COLUMN 3A: After end frame is plumb and square, install endwall girts and flange braces for end post if required. 3B: Attach wall girts to the primary frame columns (see step 1C). 3C: Install eave struts (see step 113). 30: Attach roof purlins for this boy to the two rafters. Purlins will bolt to the rafter flange in the some manner as girts to column flanges (see step 1C). connect flange braces to purlins. 3E: Check alignment, plumb and square the two boys just erected. Tighten all bolts and bracing. 3UE DATE I DESCRIPTION 0 9/ 1/16 1 FOR ERECTOR INSTALLATION Starting at the opposite end of the first bay erected, install the remaining. interior frames, girts, purlins, eove struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be mode to ensure the building is square, plumb and aligned. All X—Brocing should be checked that it is installed to a taut condition with oil slack removed. Do not tighten beyond this state. C6013 EXP.819 all ep 13, 2016 metallic building company I� 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA LOCATION: DURHAM, CA 95938 CAD DATE SCALE PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE s/ 1/16 N.T.S. 1 A 15-8-48501 DET11 0 C6013 EXP.819 all ep 13, 2016 N=' - — NOTE �> It is, -the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels ore installed. WODD BLOCKING FOR GIRT ALIGNMENT INSULATION SIDEWALL PANELS ' 5A: Before installing wall panels, the girts must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a section of gable angle vertically against the outside girl flanges at approximate mid—bay location. When girts are level, attach the girt flanges to the ongle with vise grip pliers or temporary screws. Wood blocking -cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel instal lotion.. con cause oil conning. .00KING NOTE: Wall panel type and installation details will vory. Refer to the erection drawings and details for the specific panel used for your building. CONTACT TAPE SIDEWALL INSULATIONINSULATION MUST MEET ENDWALL BASE ANGLE/TRIM INSULATION TO SEAL THE CORNER CONTACT TAPE 58: If walls are to be insulated, place a continuous run of contact tape: along the eove strut and base member. - NOTE: At the base, cul off the insulation a minimum of 1/2" above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Panel Double Faced Tope Not by manufacturer) (Not by manufacturer) to be used to secur Note- insulation. o einsulation. Trim insulation and turn vinyl bock • Insulation must -not be exposed to weather. - Wall •(Not by manufacturer) Fiberglass Insulation Vapor Barrier to to OUTSIDE of INSIDE of Building Building Gave Detail - (See Erection Drawings) Insulation (Not by manufacturer) Wall Panel Note: Finished Floor Trim insulation and turn vinyl back Insulation must not be exposed to [:: ��7Base weather. Detoil (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. Erection Guide 6 5C: Sidewall panels should 6e installed so that the panel sidelop is in a direction away from the prevailing wind. (refer to appropriate lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel width to allow visual checking of panel coverage as installation progresses. NOTE: Check periodically to ensure that all panels are aligned and plumb. 5E: At the finishing corner of a sidewall, the last panel may required additional lop or trimming for installation of corner trim refer to the -details in the erection drawings. Screw Alignment Ponel (Through Fastened P.el Orly) KEEP END OF PANELS ALIGNED NOTE: After drilling panels, it is important to clean metal filings off all panel surfaces, Including between panels that are not installed that day, to avoid rust stains. A STEP 6� INSTALL ENDWALL PANELS 6A: Install gable ongles/supports onto the ends of purlins and eave struts. This angle is to butt—up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of, adjacent sections to allow for expansion. Gable ongle splices may occur on or. between purlins and the angle must be -attached to each purlin and the eave strut. NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. NOTE END FRA `PURLIN ' Detail shown for ribbed roof panel ,RAFTER ! GABLE only. For standing seom roke and ANGLE gable angle installation, see 7 V erection details. AT EXPANSION JOINT TYPICAL EAVE STRUT BUTT LAP CONDITION 68: See erection drawings sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. TRIM DIMENSION IS y 1 I MEASURED FROM CENTER TRIM4—� OF FIRST MAJOR RIB. - ISSUE DATE I DESCRIPTI 0 9/ 1/16 1 FOR ERECTOR INSTALLATION 0B PROJECT: GINNO CONSTRUCTION ;USTOMER: GINNO CONSTRUCTION LOCATION: DURHAM, CA 95938 CAD DATE I SCALE 9/ 1/16 N.T.S. GABLE ANGLE PURLIN CONTACT TAPE EAVE STRUT ENDWALL GIRT WOOD BLOCKIN BASE ANGLE/TRI CONTACT TAPE INSULATION FVOfgq�C S\��YtP�� 6C: Align and level girts on endwall. 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2'inch above the bottom of the wall ponel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim pone) (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel. is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 50. 6G: Install corner trim. metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 OWNER: BOB VANELLA PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 1 A 15-B-48501 DE T12 0 4 C6013 ' UP.GIMM 017 � ep 13, 2016 u o 0o pone s across In a uI g ram eave o eove, or eave to ridge. To allow proper Installation of rake trim, thestarting location for the first panel must be as shown in rake details included with the, erection drawings. When the first run is properly located and aligned with the correct endlops and eave overhang, fasten to purlins. Roof panels should be Installed so that the sidelop Is In a direction away from the prevailing wind. Refer to appropriate lap detail. 7D: Install emoining•roof insulation and panels. To avoid accumulative error due to gonel c overage gain or loss, properly align each panel before it is fastened. ccosio not c ecks should be made to ensure that correct panel coveragqe is maintained. Special attention should be given to fastener, mastic and crosure requirements. Refer.. to details with erection drawings. 7E: At finishing end of roof, the last panels ma( re field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH, FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT:' Loose fasteners, blind rivets, drill shoving, ETC.. must be removed from roof to guard against corrosion. NOTE It is the responsibility of the erector to provide temporary erection brocing until the .- structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT PANELS r DATE I DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION A 0 BYCK'D OSN I WO HPD SAF l metallic building company a 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA LOCATION: DURHAM, CA 95938 CAD DATE SCALE I PHASE BUILDING ID JOB NUMBER SHEET NUMBERISSUE 9/ 1/16 N.T.S. 1 A 15-B-48501 DET13 0 C6613' Exp 600=17 ep 13, 2016 STEP 7: INSTALL ROOF PANELS STEP 8: INSTALL TRIM AND ACCESSORIES 7A: tnstcll eave- trim over top of sidewoll panels and eave struts with fasteners per erection drawings eave detail 76: If the roof is insulated, place a continuous run of contact tope olong top .of eave struts at both sidewalls. Lay a starter roll of blanket insulation from eave ` NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR to eave across roof and secure to contact tape. (refer to pocking list for UNATTENDED ROOF PANELS. width of insulation starter roll) It is recommended that insulation be installed RAKE TRIM no more than 6 feet ahead of panels. , NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation - covered for the maximum amount of time and the panel ribs can be kept in - _ proper alignment for the ridge panel. This is critical on the "PBR" panels so vim_ 1 - that the ridge cops can be properly installed. Check for proper coverage as - - -- Panels May Collapse If Not Properly Secured! the sheeting progresses. Note panel -sheeting sequence below! -_ - FRAMED OPENING PERSONNEL DOOR SAVE GUTTER INSULATION Roof panels must be completely attached to the purlins and to panels 8A: Install rake trim and gable closure. on either side before they con be a safe walking surface. Light 88: If included with the building, install the eave gutter, corner closures and transmitting panels or translucent panels can never be considered as a downspouts. walking surface. - NOTE: Remove all loose fasteners, blind rivets, drill shavings, etc... from -gutter -- g Partiall attached or unattached I - y panels should never be walked on. «to guard against corrosion. - - 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. t Do Not: Refer to the appropriate details for installation instructions. t a 1. Step on rib at edge of panel. IMPORTANT: 2. Ste near crease in rib at edge of panel. P 9 P Remove debris from' roof. and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch-up INSULATION any minor/mild scratches with color match touch-up paint. 3. Step within 5 feet of edge on unsecured panel + ENDWALL SIDEWALL PANELS A single roof panel must never be used as a work platform. An OSHA . PANELS approved runway should be used for work platforms! (Consult OSHA 7C Install thefirst r n f roof I th b 'Id' f t Safety and Health Regulations for the Construction Industry). Safety First! u o 0o pone s across In a uI g ram eave o eove, or eave to ridge. To allow proper Installation of rake trim, thestarting location for the first panel must be as shown in rake details included with the, erection drawings. When the first run is properly located and aligned with the correct endlops and eave overhang, fasten to purlins. Roof panels should be Installed so that the sidelop Is In a direction away from the prevailing wind. Refer to appropriate lap detail. 7D: Install emoining•roof insulation and panels. To avoid accumulative error due to gonel c overage gain or loss, properly align each panel before it is fastened. ccosio not c ecks should be made to ensure that correct panel coveragqe is maintained. Special attention should be given to fastener, mastic and crosure requirements. Refer.. to details with erection drawings. 7E: At finishing end of roof, the last panels ma( re field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH, FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT:' Loose fasteners, blind rivets, drill shoving, ETC.. must be removed from roof to guard against corrosion. NOTE It is the responsibility of the erector to provide temporary erection brocing until the .- structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT PANELS r DATE I DESCRIPTION 9/ 1/16 1 FOR ERECTOR INSTALLATION A 0 BYCK'D OSN I WO HPD SAF l metallic building company a 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GINNO CONSTRUCTION CUSTOMER: GINNO CONSTRUCTION OWNER: BOB VANELLA LOCATION: DURHAM, CA 95938 CAD DATE SCALE I PHASE BUILDING ID JOB NUMBER SHEET NUMBERISSUE 9/ 1/16 N.T.S. 1 A 15-B-48501 DET13 0 C6613' Exp 600=17 ep 13, 2016