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HomeMy WebLinkAboutB17-1583 066-360-031Date: Page: Of " : r ,� I•r f ,, SINCE 1975 4[.-, () ,.. Project Number: � `� �,. ,� �� � ��.� ��' - r� 141/-0 _Project: Reference: _ Prepared By: A\- t 0/6 'GP�G� GIIL� ColS��an. I New 3�'X50�sl�o� No 67e--Cj No �/u.Mb. 1 4 I ov> ' BUTTE COUNTY DEVELOPM ENT �SERVICES REVIEWED FOR I CODE COMPLIANCE It DATE .vA r I wrimnicclone. net 7-1 S3 i SrL� t FC • `}Ee�..•h> taacata,3�.a)az: £a4s�Eu.:xriw'�nbcc)�°r�i" • �,f f �Y } ` U I L I N G SYS E M S o aC DESIGN PACK -AGE AN NO C01,%APANY BUILBER: HEATH CONSTRUCTION & DEVELOPMENT CUSTOMER: RAY KNAPP JOB NUMBER: 15-B-85965 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 R Pvi ci nri T -Ti ctnry Rev # Update Reactions? Page LOC Date Revised 1 Design Criteria 2 Building Sketch 3 Design Summa 4-12 Special Detail 13-14 Desi Reactions 15-17 Seismic Design 17-18 Original Design Completed thru Change Order # 0 R Pvi ci nri T -Ti ctnry Rev # Update Reactions? Reason for Revision Pages Revised Date Revised Eng. Project Engineer: Checking Engineer: Signing Engineer: Siva Nagi Reddy (Fairview) Phillip James Johnson Allen Hurtz, P.E. i/I --) It ,._:::> i PER{1P{T BUTTE COUN BrVE�--O1E�lT SERV ES R EFOR M if +iwA C 4� rY�y DATE c.G A. BUILDING SYSTEMSOP. AN Nrl Cop -,4 tib y June 07, 2017 HEATH CONSTRUCTION & DEVELOPMENT 6069 LIVINGSTONE LN PLACERVILLE, CA 95667-9158 15-B-85965 RAY KNAPP 13710 NIMSHEW RD MAGALIA, CA 95954 32'-0" x 50'-0" x 17'-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 requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Buildings An NCI Company Allen D. Hurtz, P.E. Director of Engineering co Jun Vw.17ra C61574 X tpi, N' 10 4 ol F % �C, K - �AFI M 15-6-85965 8600 South 1-35 Service Road * Oklahoma City, OK 73149 ' 405.636.2010 • starbuildings.com 1 06/08/2017 Job Number: 15-B-85965 STAR BUILDING SYSTEMS Jobsite: MAGALIA, CA 95954 Revision: A Date: 6/ 7/17 Designer: SNR By. Building Code ....................... CBC 16 Risk Category .......................(i: - Low Roof Dead Load Superimposed .................... Collateral ...................... Roof Live Load ....................... Snow Wind Ground Snow Load (Pg)........... Snow Load Importance Factor (Is) Flat Roof Snow Load (Pf)........ Snow Exposure Factor (Ce)....... Thermal Factor (Ct) ............ . 2.300 psf 0.500 psf 20.00 psf Checker: PNR Pages Revised: (reducible) 40.0000 psf 0.8000 22.4000 psf 1.00 1.00 Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Serviceability Wind Speed ..... 72 mph Wind Exposure Category ........(:T)pt Internal Pressure Coef (GCpi) 55/-0.55 Loads for components not provided by building manufacturer Corner Areas 28.568 psf pressure -35.885 psf suction Other Areas 28.568 psf pressure -30.411 psf 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 .............................. 0.6447 g Sds ..... 0.5516 g S1 .............................. 0.2662 g Shc ..... 0.3313 g Analysis Procedure .............. Equivalent Lateral Force Column Line 1,2 3 SWA&SWC Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.25 3.25 3.25 System Over -Strength Factor (Omega) 2.5000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.17 0.17 0.17 Design Base Shear in kips (V) Transverse 2.02 Longitudinal 1.81 Basic Structural System (from ASCE 7-10 Table 12.2-1) C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated loads. * Any attached load in excess of 150 pounds shall be accounted for by * special design performed by a licensed engineer using concentrated * loads and may require separate support members within the roof * system." 2 06/08/2017 M T- C) N co O 7 O 15-B-85965 - - - -- -- - - - - - - -- - - - -- -- - - - - -- - - - - - - - -- - - - - - - - FRAMING SUMMARY: Roof -------------------------------------------- PURLIN LAYOUT: -------------- Surface Purlin Id Type 2 ZB 3 ZB PURLIN LOCATION: ---------------- Surface Purlin Id Id 2 1 2 3 4 - - - - - - - - - - -- - -- -- - - -- - - 6/ 7/17 5:11am ----------------------- Surf Ext Stub Purlin Total Peak -Set Space - Left Right Left Right Rows Space Space Row ----- 0.00 ----- 0.00 ---- N ----- N ----- 4 ----- 1.33 ----- 3.79 --- 4 0.00 0.00 N N 4 1.33 3.79 4 Surf Offset 3.79 7.58 11.37 15.16 16.49 Space 3.79 3.79 3.79 3.79 1.33 3 1 1.33 1.33 2 5.12 3.79 3 8.91 3.79 4 12.70 3.79 2 16.49 3.79 PURLIN & EAVE STRUT: -------------------- Surface Bay Id Id Part 2 1 1OX25Z14 2 1OX25Z14 3 1 1OX25Z14 2 1OX25Z14 ROOF BRACING: -Purlin _Lap - Left Right 3.00 3.00 3.00 3.00 IS_Flg Strap 0 0 Bay Attach_Locate Id Start End Type Part Dia --- ------ ------ ------------- ----- 2 0.00 16.00 Rod WR0800 0.500 16.00 32.00 Rod WR0800 0.500 BOLT AT EAVE STRUT: ------------------- Wall Frame Line Lap Id Id Type Plate 2 1 RF - 2 2 RF N 2 3 EW - 4 1 RF - 4 2 RF N 4 3 EW - PURLIN ANTI -ROLL: ------- Bolt -Size ------ No. Type Dia Washer 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 2 A325 0.500 0 Eave Strut 10ES3L14 10ES3L14 10ES3L14 10ES3L14 4 06/08/2017 Surf Line 14.00 Id Ds_ARoll No. 1 7.50 Id ---- Id ---- AntiRoll Type ------------- Id Purlin Purlin Id 2 RF Clip w/gusset -------- @005 ------ 2 -------------------- 2 4 2 R_EW Clip w/gusset @002 2 2 4 3 RF Clip w/gusset @005 2 1 3 3 R_EW Clip w/gusset @002 2 1 3 15-B-85965 FRAMING SUMMARY: Left Endwall 6/ 7/17 5:11am COLUMN: Grid Id Offset Line Part ------ ------ ------------ Co12 18.00 B W8X18 BASE PLATE: ----------Plate-------- Id Type Width Length Thick ------ ---- ----- ------ ----- Co12 S3 6.00 8.50 0.375 CAP PLATE: -----Bolts----- Id No. Type Dia ------ --- ----- ----- Co12 2 A325 0.500 OPENING LAYOUT: Open -----Bay----- Id Id Offset ---- ---- ------- 1 1 3.00 2 2 3.00 Base Length Elev 18.91 0.00 -----Anchor Bolt ----- Type Dia Gage Row ----- ----- ----- --- GR36 0.625 3.00 2 ------- Opening _Size ------ Width Height Sill ------- ------- ------- 12.00 14.00 0.00 8.00 8.00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset ---- --- ------ ------ 1 1 Jamb -L 3.00 2 2 GIRT LAYOUT: Bay Left 14.00 Id Locate Jamb 1 7.50 8.00 Col 7.50 Jamb Col 14.00 0.00 2 7.50 0.00 0.00 7.50 Jamb -R Jamb -L Jamb -R Header Type ZF ZF CF ZF ZF 15.00 3.00 11.00 8.00 Part 8X25Z16 8X25Z16 8X35C14 8X25Z16 8X25Z16 Locate 0.00 0.00 0.00 0.00 3.00 Part 8F35C14 8F35C14 8F35C14 8F35C14 8F25C16 Bay Offset Start End 0.00 3.00 15.00 18.00 0.00 18.00 0.00 3.00 11.00 14.00 Base -Clip -Bolts No. Type Dia 0 Note ------------- Length 14.00 Left 14.00 Col 14.00 Jamb 14.00 Col 8.00 Col --Support- Left Right Col Jamb Jamb Col Col Col Col Jamb Jamb Col ----Lap---- Flg Left Right Rot 0.00 0.00 D 0.00 0.00 D 0.00 0.00 U 0.00 0.00 D 0.00 0.00 D 5 06/08/2017 11=1I9 ZF 8X25214 0.00 14.00 Col Col GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 0.00 0.00 ce 15-B-85965 FRAMING SUMMARY: Right Endwall 6/ 7/17 5:11am RAFTER: Surf Id Id Raf 1 2 Raf 2 3 RAFTER SPLICE: -------------- -Surface- Id Locate Type 2 0.00 S3 3 0.00 M 3 16.49 S3 COLUMN: Id Offset Coll 0.67 Co12 16.00 Co13 31.33 BASE PLATE: Part Length -------- W8X10 ------ 16.49 W8X10 16.49 ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Width Thick ----- Type ----- Dia ----- Gage ----- Row --- Space ----- Row --- Space ----- ----- 6.00 0.250 A325 0.500 2.50 2 3.00 2 3.00 6.00 0.375 A325 0.625 3.50 2 4.00 2 4.00 6.00 0.250 A325 0.500 2.50 2 3.00 2 3.00 Grid Type Width Base Line Part Length Elev ---- A -------- W8X10 ------ 15.60 ----- 0.00 C W8X10 19.43 0.00 D W8X10 15.60 0.00 ----------Plate-------- Id Type Width Length Thick Coll S3 6.00 8.00 0.375 Co12 S3 6.00 8.00 0.375 C013 S3 6.00 8.00 0.375 CAP PLATE: -----Bolts----- Id No. Type Dia ------ --- ----- ----- Col- 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 GIRT LAYOUT: ------------ Bay Id Locate Type Part 1 7.50 ZF 8X25Z13 14.00 ZF 8X25Z16 -----Anchor Bolt ----- Type Dia Gage Row GR36 0.625 3.00 2 GR36 0.625 3.00 2 GR36 0.625 3.00 2 Bay Offset Start End 0.00 16.00 0.00 16.00 --Support- Left Right Col Col Col Col Base_Clip_Bolts No. Type Dia 0 0 0 ----Lap---- Flg Left Right Rot 0.00 0.00 D 0.00 0.00 D 6 06/08/2017 ` 2 7.50 Part ZF 8X25Z14 0.00 16.00 Col Col 14.00 8X25Z16 ZF 8X25Z16 0.00 16.00 Col Col GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 WALL BRACING: Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 0.00 7.50 Rod WR0800 0.500 7.50 19.43 Rod WR0800 0.500 0.00 0.00 0.00 0.00 D D 15-B-85965 FRAMING SUMMARY: Front Sidewall 6/ 7/17 5:11am GIRT LAYOUT: ------------ Bay Id Locate 1 7.50 14.00 2 7.50 14.00 Type Part ZB 8X35Z14 ZB 8X25Z16 ZB 8X35Z14 ZB 8X25Z16 GIRT INSIDE FLANGE BRACE: ------------------------- No.-Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top ----- ------ ------ 2 0.00 17.00 Bay_Offset Start End 0.33 25.00 0.33 25.00 0.00 25.00 0.00 25.00 --Support- Left Right Col Col Col Col Col Col Col Col Type Part Dia -------- -------- ----- Rod WR0800 0.500 ----Lap---- ap---- Left Left Right 0.00 3.00 0.00 3.00 3.00 0.00 3.00 0.00 Flg Rot D D D D 15-B-85965 FRAMING SUMMARY: Back Sidewall 6/ 7/17 5:11am GIRT LAYOUT: Bay Part ZB Id Locate 1 7.50 8X35Z14 ZB 14.00 Col 2 7.50 14.00 Type Part ZB 8X35Z14 ZB 8X25Z16 ZB 8X35Z14 ZB 8X25Z16 GIRT INSIDE FLANGE`BRACE: Bay Offset Start End 0.00 25.00 0.00 25.00 0.00 24.67 0.00 24.67 --Support- -Support- Left Left Right Col Col Col Col Col Col Col Col ----Lap---- Left Right 0.00 3.00 0.00 3.00 3.00 0.00 3.00 0.00 Flg Rot D D D D 7 06/08/2017 L HOZ/80/90 8 Elvgd ESVE 00'� o�TXZXZz T z z Z o�TXZXZq T T z 9zev o�TXZXZz T z T 0060 o�TXZXZ'I T T T dTT3 gjpd apTS agpooz pI 000E ' oN ;-TnS 9Z940 00'9 EE- ------------- EOYdE 25NVgZ 00' 0 Z 00' � 09L' 0 9E23o SLE' 0 00'9 d uuinToo qd 0000 Z 00' b 09L' 0 9EEE) SLS' 0 00' 9 d ---- uwnToo qZ ---------- ----- AaTE ---- ----- ----- ----- Mo'd abUo -2TQ adi�y ------ ----- Tus ugpTM adds a-.aooz aspg ---------- .Tog----------- ---a��Td--- --- Mod Elvgd ESVE 00'� Z 00'� Z 000E 09L'0 9zev SZ960 0009 EEA 0060 000 Z 000 z 000E 09L'0 9ZEld 9Z940 00'9 EE- 00.0 E 00'� z 00'� Z 004E 09L'0 SZEv 9Z9'0 0009 SEA ---- 0000 ------ Z -- ----- aopdS --- Mod ----- aoadS --- MoE ----- abeo ----- -eTQ ----- adds ----- NoTus ----- ugpTM adds ageooz pI -woggoE-- ---dos--- gTog 4ToS 4TOS --- @qPTd--- � EDIZdS OSZ'0 09Z'0 bZT'0 00'6 00'6 0069 00'OT 8 09Z'0 09Z'O �ET'0 0006 00.6 0009 8Z09 L 09Z'0 09Z'0 �ET'0 00'0T 00'0T 00'9 OZ'OT 9 E E 09Z'0 09Z'0 bET'0 0000T 00'0T 0009 00'1 9 E E 09Z'0 OSZ'0 ET'0 00'0T 00'0T 00'9 00'9 Z Z 09Z'0 09Z'0 �ET'0 00'OT 00'OT 00'9 OZ'OT E Z z 09Z60 09Z40 �ET'0 00'6 00'6 0009 8Z49 Z T T 09Z'0 09Z'0 bET'0 00'6 00.6 0009 00'OT -------- T --- T --- T ---- ----- bTj-I ----- bTj-o ----- qaM ----- purj ----- 4"2qS ------ u4PTM ------ u-45ua'I gapd p p p -ssau:fozus a-4aTd- -ugdaQ qaM- abupT3 abul2T3 baS waDj jjnS 23�gTnI�InI T : PI auTZ PTIo T : pI auTZ auipiz T auTZ ON 323 adds �sno��z UIP99:1 LT/L /9 T GIUPa3 pTbTE :, 2EV WnS SNIDgVdZ 19698-2-9T 009'0 12 TQ 0080EM POE 00' LT 0000 T -------- -------- ------ ------ ----- -4al2d adds dos 402 pI 4ubTaH GDPaE fag ------------- 9NIOVES ggVM 0 0 Z T APg/@3PJS-'ON ------------------------- 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G 4 2 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 2.50 0.250 15-B-85965 FRAMING SUMMARY: Rigid Frame 2 6/ 7/17 5:55am LAYOUT: Type RF No. Line 1 Frame Line Id 2 Grid Line Id 2 MEMBER: Surf Mem Seg Flange Flange -Web -Depth- ---Top--- -Plate_Thickness- Id Id Id Id Part Length Width Start End Web ----- 0-flg ----- I-flg ----- ---- 1 --- 1 ----------- 1 ------ 10.00 ------ 5.00 ----- 9.00 ----- 11.52 0.134 0.250 0.250 1 1 2 6.28 5.00 11.52 13.00 0.185 0.250 0.250 2 2 3 9.90 5..00 12.00 12.00 0.134 0.250 0.250 2 2 4 5.00 5.00 12.00 12.00 0.134 0.250 0.250 3 3 5 5.00 5.00 12.00 12.00 0.134 0.250 0.250 3 3 6 9.90 5.00 12.00 12.00 0.134 0.250 0.250 4 4 7 6.28 5.00 13.00 11.52 0.185 0.250 0.250 4 4 8 10.00 5.00 11.52 9.00 0.134 0.250 0.250 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 ----- 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 4 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 ---- ------ ------------ ------ 1 1 1 L2X2X14G 9 06/08/2017 1 2 1 L2X2X14G 2 1 1 L2X2X14G 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G 4 2 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick ---------- Lt Column ----- 2.50 ----- 0.250 Rt Column 2.50 0.250 10 06/0812017 T- C) O N O r CO O a 5 wi 0 f S•� .0-1 LLJ Ali D-15; N Lj 1 f En En CD V LJLJ =E I 1 T- C) C) coN C) T- C) Ref.# ED00001X Date Rev May 17 00 Flange Brace W/O Backup Plate SC -1 Job Number 15-B-85965 ice Ref # ED00001X Date Rev Nov'161 00 Flange Brace Rafter Steel Line - (2) Bolts Unless Noted Otherwise On Erection Drawings Flange Brace Clip SC2/SC280 Column Flange Brace Detail Section "A" M.. -f: - Flange ■M•M Job Number IS -B-85965 Boit 14 06/08/2017 -1 15-B-85965 Bracing Reactions Report: 6/ 7/17 5:55am BUILDING BRACING REACTIONS: --------------------------- ------Reactions ( k -------------------------- ------Reactions(k ) ------- --- Wall-- Col ----Wind---- --Seismic--- Loc -Seismic--- Loc Line Line Horz Vert Horz Vert ---- ---- ------- ----- ----- ----- ----- L-EW 1 F -SW Left- A 2 13 2.21 1.33 0.90 0.54 R -EW 3 A IC 2.13 2.70 0.50 0.64 B -SW D 3 r2 2.21 1.33 0.90 0.54 Panel-Shear(lb/ft) Wind Seismic ------ ------- ---- ---- ------- ----- ----- ----- ----- ------ ------- (h)Rigid frame at endwall Notes (h) Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 15-B-85965 Additional Reactions Report: 6/ 7/17 5:55am Frame Line Frame Line Frame Line Frame Line Frame Line Col Line D A Col Line D A Col Line D A Col Line D A Col Line D A Rigid Frame Column Reactions(k ) -------------------------------- ----Dead--- Horz Vert ----- ----- 0.1 0.9 -0.1 0.9 -snow-Drift Horz Vert ----- ----- 0.0 0.0 0.0 0.0 Wind-Right2 Horz Vert ----- ----- 0.6 0.8 3.2 -1.8 -Seis Left- Horz Vert ----- -0.3 ----- -0.4 -0.3 0.4 -MIN SNOW- Horz Vert ----- ----- 0.7 3.2 -0.7 3.2 Collateral Horz Vert ----- ----- 0.0 0.1 0.0 0.1 SlideSnow Horz Vert ----- ----- 0.0 0.0 0.0 0.0 -Wind-Press Right Horz Vert ----- 0.0 ----- 0.0 0.0 0.0 -Seis Right Horz Vert ----- 0.3 ----- 0.4 0.3 -0.4 FlUNB SL L Horz Vert ----- ----- 0.9 4.8 -0.9 2.7 ----Live--- Horz Vert ----- ----- 0.7 3.2 -0.7 3.2 Wind -Lef tl Horz Vert ----- ----- -1.9 -5.9 -1.9 -3.3 -Wind-Suct- Long- Horz Vert ----- 0.0 ----- 0.0 0.0 0.0 -Seis Long- Horz Vert ----- 0.0 ----- 0.0 0.0 0.0 F1UNB_SL_R Horz Vert ----- ----- 0.9 2.7 -0.9 4.8 Floor Live Horz Vert ----- ----- 0.0 0.0 0.0 0.0 Wind-Rightl Horz Vert ----- ----- 1.9 -3.3 1.9 -5.9 Wind-Longl Horz Vert ----- ----- 1.2 -4.7 -0.8 -4.3 ----Temp--- Horz Vert ----- ----- 0.0 0.0 0.0 0.0 ----Snow--- Horz Vert ----- ----- 0.9 4.5 -0.9 4.5 Wind_Left2 Horz Vert ----- ----- -3.2 -1.8 -0.6 0.8 Wind_Long2 Horz Vert ----- ----- 0.8 -4.3 -1.2 -4.7 ----Rain--- Horz Vert ----- ----- 0.0 0.0 0.0 0.0 15 06/08/2017 Frame Line 2 2 Frame Line 2 2 Frame Line 2 2 Frame Line 2 2 Frame Line 2 2 Col Line D A Col Line D A Col Line D A Col Line D A Col Line D A ----Dead--- Horz Vert 0.3 1.6 -0.3 1.6 -Snow Drift Horz Vert 0.0 0.0 0.0 0.0 Wind Right2 Horz Vert 1.3 3.1 8.2 -3.2 -Seis Left- Horz Vert -0.6 -0.7 -0.6 0.7 -MIN SNOW- Horz Vert 1.8 8.0 -1.8 8.0 Collateral Horz Vert 0.1 0.3 -0.1 0.3 Slide Snow Horz Vert 0.0 0.0 0.0 0.0 -Wind Press Horz Vert 0.0 0.0 0.0 0.0 -Seis Right Horz Vert 0.6 0.7 0.6 -0.7 F2UNB_SL_L Horz Vert 2.3 11.8 -2.3 6.8 ----Live--- Horz Vert 1.4 6.0 -1.4 6.0 Wind Leftl Horz Vert -4.1 -13.3 -5.4 -7.0 -Wind Suct- Horz Vert 0.0 0.0 0.0 0.0 -Seis Long- Horz Vert 0.0 -0.7 0.0 -0.7 F2UNB_SL_R Horz Vert 2.3 6.8 -2.3 11.8 Endwall Column Reactions(k ) ----------------------------- Floor Live Horz Vert 0.0 0.0 0.0 0.0 Wind Rightl Horz Vert 5.4 -7.0 4.1 -13.3 Wind Longl Horz Vert 2.9 -11.6 -2.2 -11.0 ----Temp--- Horz Vert 0.0 0.0 0.0 0.0 ----Snow--- Horz Vert 2.5 11.2 -2.5 11.2 Wind Left2 Horz Vert -8.2 -3.2 -1.3 3.1 Wind Long2 Horz Vert 2.2 -11.0 -2.9 -11.6 ----Rain--- Horz Vert 0.0 0.0 0.0 0.0 16 06/08/2017 Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz ----- 1 ------------------------------------------------------------------------------ ---- B ----- 0.3 ----- -3.7 ----- 4.0 Frame Col Dead Collat Live Snow Wind_Leftl Wind_Rightl Line Line Vert Vert Vert Vert Horz Vert Horz ----- Vert ----- ----- 3 ---- A ----- 0.4 ----- 0.04 ----- 1.6 ----- 1.8 ----- ----- 1.8 -4.5 0.0 0.6 3 C 1.0 0.1 4.8 5.4 0.0 -2.6 1.8 -7.5 3 D 0.4 0.04 1.6 1.8 0.0 -2.1 0.0 -2.2 Wind Wind Frame Col Wind_Left2 Wind_Right2 Press Suct Wind_Longl Line Line Horz Vert Horz Vert Horz Horz ----- Horz ----- Vert ----- ----- 3 ---- A ----- 2.1 ----- -4.9 ----- 0.0 ----- ----- 1.1 0.0 0.0 0.0 -1.7 3 C 0.0 -2.0 2.1 -7.9 -3.6 3.9 0.4 -5.7 3 D 0.0 -2.2 0.0 -2.2 0.0 0.0 0.0 -1.4 Frame Col Wind_Long2 Seismic _Left Seismic _Right --MIN_SNOW-- Line Line Horz Vert Horz Vert Horz Vert Horz Vert 16 06/08/2017 - - - - - 3 - - � � - A - - - - - 0.4 - - - - - -1.9 - - - - � � 0.7 - - - � � - - � • - - - - - - - - - - - - - � � - - - - -0.8 0.0 1.0 0.0 1.3 3 C 0.0 -4.6 0.0 0.8 0.7 -1.0 0.0 3.9 3 D 0.0 -2.3 0.0 0.0 0.0 0.0 0.0 1.3 Frame Col -E2UNB_SL_L- Roof -E2UNB SL R - Line Line Horz Vert Horz Vert 3 A 0.0 2.3 0.0 0.2 3 C 0.0 4.9 0.0 4.9 3 ---------------------------------------------------------------- D 0.0 0.2 0.0 2.3 15-B-85965 Seismic Design Report: Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V Vmin Vmax T (Moment Frame) T ( Braced Frame ) =IBC 15 50.00 32.00 17.00 17.00 = 0.667*Ie*Fa*Ss*W/R = 0.044*Sds*Ie*W = Shc*Ie*W/ (T*R) 0.270 0.167 6/ 7/17 5:55am 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 = 0.827 Zone/Design Category= D Ie = 1.000 S1 = 0.266 Shc = 0.331 Sds = 0.552 Seismic Dead Load, W Frame Dead = 2.00 (psf } Roof Dead = 2.30 (psf ) Collateral = 0.50 (psf ) Roof Total = 4.80 (psf ) , Weight= 7.68 (k ) L_EW Dead = 2.00 (psf ) , Weight= 0.61 (k ) F_SW Dead = 2.00 (psf ) , Weight= 0.85 (k ) R_EW Dead = 2.00 (psf ) , Weight= 0.61 (k ) B SW Dead = 2.00 (psf ) , Weight= 0.85 (k ) Total = 10.60 ( k ) 17 06/08/2017 Seismic Forces -------------- Roof Bracing R= Cs = W= Force, V = Force, E _ Sidewall Bracing Front R = Cs = W = Force, V = Force, Em = Force, E _ Back R = Cs = W= Force, V = Force, Em = Force, E _ Endwall Bracing Right R = Cs = W = Force, V = Force, Em = Force, E _ Rigid Frames End Plates Frame R = Total Base Shear Longitudinal Force, V = Transverse Force, V = 3.25, Rho= 0.1698 8.90 (k ) 1.51 (k ) 1.96 (k ) 3. 25, R= 0.1698 Cs = Frame 1 W = Force, V = Force, E _ Frame 2 W = Force, V = Force, E _ End Plates Frame R = Total Base Shear Longitudinal Force, V = Transverse Force, V = 3.25, Rho= 0.1698 8.90 (k ) 1.51 (k ) 1.96 (k ) 3. 25, Rho= 0.1698 5.32 (k ) 0.90 (k ) 1.81 (k ) 1.18 (k ) 3.25, Rho= 0.1698 5.32 (k ) 0.90 (k ) 1.81 (k ) 1.18 (k ) 3.2 5 , Rho= 0.1698 3.00 (k ) 0.51 (k ) 1.02 (k ) 0. 66 (k ) 3. 25, Rho= 0.1698 2.99 (k ) 0.51 (k ) 0.66 (k ) 5.89 (k ) 1.00 (k ) 1.30 (k ) 3.25, Omega= 1.81 (k ) 2.02 (k ) 1.30 1.30, Omega= 1.30, Omega= 1.30, Omega= 1.30 2.50 2.00 2.00 2.00 18 06/08/2017 .1 r--' WEATHERBY -REYNOLDS - F'RITSON Q PROJECT Knapp MBF CLIENT Heath Construction /)3/Zo1 7 DATE TEW••4 jy � iL _a BY _.... ENGINEERING AND DESIGN r7777E] -- rr i .;7. k S:CTUI y CALCULA-TIONS PROJECT CONTRACTOR MANUF. CONTENTS A New Metal Building Foundation for: Ray Knapp 13710 Nimshew Magalia, CA 95954 APN 066-360-031-000 County of Butte Heath Construction and Development 60b9 Livingston Lane Placerville, CA. 95667-9158 (530) 391-4275 Star Building Systems P.O. Box 94910 Oklahoma City, OK 73143 (405)-b36-2010 Foundation Design ....................................................... 2 AnchorDesign.............................................................. 5 tw"Revl5104,5., -few Irk -�C- P, BU'Irl I': C0UrA; Y Dr-VLI'-OPME:NT SERVOICES r g p `y IT%,� dDATE BY oOFESSIO A,` .gam ��a �yF cry IUD �Q � WE ►a L rSHT. THIS DRAWING IS NOT FINAL. AND IS NOT TO BE USED FOR CONS1RUC71ON ("'► I �1 O � UNTIL STAMPED AND WET -SIGNED BY THE PROJECT ENGINEER. i.,..ti.i0 ✓ (209)-223-0381 [Voi�gj (209)-223-0716 [Fax.) ; i 206 Peek Street Jackson, CA.. 95642 'i eatherby-Reynolds-Fritson D C PAGE: 2SWAM .. Engineering and Design PROJECT: KNOPP MBE 206 Peek street CLIENT: HEATH CONSTRUMION Jeckson, Co. 9,5642 0.30 - BY: JEW DATE. 711312+017 (249) 223-63$1 k H= BUILDING REACTIONS - k N Metal Building reactions for wind and seismic are unfactored, i.e., Ultimate Strength Design, 0.613-0.6w 0.60 0.30 and may be reduced for foundation design to Allowable Stress Design. RIGID FRAME AT 1A AND 1D Q 0.18 0.60 Notes: D C 4.00 SorL D C SorL D+C+L V= 0.90 0.10 4.60 5.50 k H= 0.10 0.00 0.90 1.00 k 0.6D -0.6W 0.60 0.90 0.60 5.90 = (3.00) 0.60 0.10 0.60 3.20 (1.86) x -brace 0.60 - 0.60 - - 0.60 - <-- means no x -brace 0.6D -0.7E 0.60 0.90 0.70 P.40 w 0.26 0.60 0.10 0.70 0.30 - (0.15) <--seismic does not govern x -brace 0.60 - 0.70 - -- - 0.70 - - WIND COLUMN AT IS D C SorL D C SorL D+C+L V = 0.30 - - 0.30 k H= - - k 0.613-0.6w 0.60 0.30 0.60 Q 0.18 0.60 - 0.60 4.00 (2.40) x -brace 0.60 - 0.60 - 0.60 - - - 0.6D -0.7E 0.60 0.30 0.70 0.18 0.60 - 0.70 0.10 (0.07) <--seismic does not govem x -brace 0.64 - 0.70 - _ - 0.70 - -- - <--seismic does not govern RIGID FRAME AT 2A AND 217 D C SorL D C SorL D+C+L V = 1.60 0.30 11.20 M 13.10 k H = 0.30 0.10 2.50 2.90 k 0.613-0.6W 0.64 1.60 0.60 13.30 = (7.02) 0.60 0.30 4.60 8.20 (4.74) x -brace 0.60 - 0.60 11.60 = (6.96) 0.60 2.90 = (1.74) 0.613-0.7E 0.60 1.60 0.70 0.70 = 0.47 0.60 0.30 0.70 0.60 =- (0.24) <--seismic does not govern x -brace 0.60 - 0.70 4.70 (0.49) 0.70 0.90 = (0.63) ENDWALL CORNERS AT 3A AND 3D Notes: D C SorL D C SorL D+C+L V= 0.40 w 1.80 = 2.20 k H = 0 - _ k 0.6D -0.6w 0.60 0.40 0.60 4.90 = (2.70) 0.60 - 0.60 2.10 (1.26) x -brace 0.60 - 0.60 2.30 = (1.38) 0.60 0.40 (0.24) 0.60-0.7E 0.60 0.40 0.70 1.00 (0.46) 0.60 - 0.70 0.70 (0.49) <--seismic does not govern x -brace 0.60 - 0.70 0.80 (0.56) 0.70 0,90 = (0.63) <--seismic does not govern ENDWALL CENTER COLUMN AT 3C D C SorL D C SorL D+C+L V r 1.00 0.10 5.40 -- 6.50 k H = - - k 0.6D -0.6W 0.60 1.00 0.60 7.50 (3,90) 0.60 0.60 3.90 - (2.34) x -brace 0.60 - 0.60 (3.42) 0.60 0.40 (0.24) 0.6D -0.7E 0.60 1.00 0.70 .5.70 1.00 = (0.10) 0.60 - 0.70 0.70 = (0.49) <-seismic does not govern x -brace 0.60 - 0.70 0.80 - (0.56) 0.70 0.90 (0.63) <--seismic does not govern NOT USED D G SorL D C SorL D+G+L V = - - • _ k H = - - - - - k 0.6D -0.6W 0.60 - 0.60 - -- _ 0.60 - 0.60- x -brace 0.60 - 0.64 - - 0.60 = 0.61)-0.7E 0.60 - 0.70 - M - 0.60 - 0.70 - x -brace 0.60 - 0.70 . - 0.70 - - NOT USED D C SorL D C 5orL D+C+L V -- w - w - L k H= - 0 - k 0.613.0.6W 0.60 - 0.60 - 0.60 - 0.60 - = - x -brace 0.60 - 0.60 - - 0.60 - - 0.6D -0.7E 0.60 - 0.70 - - 0.60 - 0.70 - = - x -brace 0.60 - 0.70 - 0.70 - -- - ANCHOR DESIGN -- Worse case Ultimate Stren th Deslr n,)WIND GOVERNS Tu = 0.90 1.60 - 13.30 w (11.86) k = 11,660 lbs <--wind governs. Vu = 0.90 0.30 8.20 = (7.93) k = 7,930 lbs see page 6 for anchor calculations. J sigma = 150 pcf (concrete density) FC = 2.50 ksi j Fy = 40.00 ksi Soil class 5 qa = 1,500 psf Allowable Bearing Pressure per 2016 CBC Table 1806.2 ' Determine slab resistance: Determine steel in thickened edge: I = 4.00 in P-rqd = P uplift - (ftg-wt) - ( w edge + w -slab (ftg width) %Y -slab = 50.00 psf L-rqd = P-rgd ` I ( w edge + w slab ) Sc = 32.00 inA3 Mu = 1.6 '' ( w -edge + %v -stab j ' L-rqd42 f 8 fc ten = 75.00 psi Asr = raga steel area in tl a thickened edge based on Mu M = (fc ten)"4I3`Sc = (w slab)•Le^218 1.33Asr = req'd steel area in the thickened edge based on 1.33 ` Mu Le = 6.53 ft Asmin = 200' width ` d I Fy so Pr - 0.6 " 3 ' (w -slab) • Le/8 73.48 pif Determine thickened edge resistance: width = 8.00 in depth = 10.00 in d = depth/2= 5.00 in w -edge = 50.00 plf = 0.6 ; width ' depth Loads check hairpin: Ash= =(1.6*Hmax)1(2"Fy) check anchor boits for shear: rn if anchor bolts are not adequate, an L 3x3x 114 x 0'-8" is required. .D n� ccs Thickened edge relnforcing: CO w Bar is # 4 (min) As = 0.196 in^2 edge Asmin. 0.400 in"2 = 200' width * d 1 Fy Line grid D+L V lbs D+L H lbs D+W v lbs. D+W H lbs Try B ft Try : D ft. q sf qa sf ok? P-rgd uplift lbs L-rqd ft Mu in -k Asr inh2- 1.33Asr in^2 Use As in^2 ok? Ash in^2 Bolt dia Ila tbs. ok? Grid 1A/113 5,500 1,001 3.000 1,860 2.25 1.00' 1,086 1,500 o.k. 1,963 7.95 18.72 0.0603 0.0808 0.0808 o.k. 0.0372 0.750 3,250 o.k. Grid IB 300 0 180 2,400 1.00 1.00 300 1,500 o.k. 0 0.00 0.00 - - - o.k. 0.0480 0.625 2,750 o.k. Grid 2Al2D 13,100 2,900 7.420 4,740 3.25 1.50 1,240 1,500 o.k. 4,242 17.18 87.44: 0.1716 0.2322 0.1963 o.k. 0.0948 0.750 3,250 A Grid 3A/3D 2,200 0 2,700 1.260 1.50 1.00 978 10500 o.k. 2,177 8.82 23.03 0.0744 0.0998 0.0998 o.k. 0.0252 0.750 3,250 o.k. Grid 3C 6,500 0 3,900 2,340 2.25 1.00 1,284 1,500 o.k. 2,863 11.59 39.82 0.1304 0.1758 0.1758 o.k. 0.0468 0.750 3,250 o.k. MBF Heath Knapp 32x50.xls L Weatherby-Reynolds-Fritson Engineering and Design 206 Peek Street Jackson, Ca. 95642 (209) 223-0381 PAD FOOTING DESIGN Allowable Bearing: (Excluding Footing) Soil Class = Allowable bearing F'c Fy Typical Calculation: Pa=Q*BA2 where B = given D - given b= 12*B d= (D* 12)-3.25 in PAGE: 4 PROJECT:. KNOPP MBF CLIENT. HEATH CONSTRUCTION BY:. TEIN DATE: 8/22120/7 NOTE: This calculation sheet is'provided for g -neral purposes only. Some footings listed may be NOT USED. 5 11500 psf Allowable Bearing Pressure per 2016 CBC Table 1806.2 2.5 ksi 40 ksi Mu = 1.7* Pa* 13* 1218 X - sgrt( XA2 - (4 *Mu *X )1(0.9 *d) ) so Asr where X= 1.7* F'c * b * d 2 * FY and Asmin = 200bd1Fy NOTE: 1.33Asr governs over Asmin if 0 1.33Asr < Asmin; per ACI 318-14 Section 9.6.1.3 B ft D ft b in d in Mu in -k Asr in^2 1.33Asr inA2 Asmin in^2 Use As inA2 #4 in"2 0.196 #5 in^2 0.307. #6 inA2 0.442 #8 Pa in^2 lbs 0.785 Mark 1.00: 1.00 12 .8.75. 3.83. 0.01 0.02 .0.53 0.02 _ ... _ 11500 P10 1.25 .1.00 15 8.75 7,47. 0.02 0.03 .0:66 0.03 - - - - 2,344: P13 -1.50 1.00 18 8.75 12.91 ` 0.04 0.05 .0.79 0.05 - - - - 3 375 P16 ..1.75 1.00. 21 8.75 20.50 0.07: 0.09 . 0.92 .0.09 - . _ _ - 4,594 P19, 2.001.00. 2.25 . 2.50 1.00 1.00 24 27 -30- .8.75 8.75 8.75 .30:60 43.57 59.77. ..0-10 0.14 0.190.26 0.13 0'jqr 1.05 1.18 1.31 0.13 .0.19 0.26 2. 2 2� - - 7,594 - P20 P23 P26 2.75 -1.00 33 .8.75 79.55 .:...0.25 4.34 1.44 0.34 2 - - .91375 - 1_11344 P29 3.00 . 1.50 36 14.75 103.281, 0.20 0.26 2:66 0.26 2 - - 13,500 P30 3.25 1.50 39 14.75 131.31 0.25 0.33. 2.88, ..0.33 ...2 844 P33 3.50 1.50 42 14.75 164.00 4.31. 0.41 3.10 0.41 2 - - 18 375 P36 .3.75 1.50::: 45 14.75 201.71 0.38 0.51 3.32` 0:51 3: 2 - . - 21t094 P39 4.00 1.50 48 14.75 244.80 0.46 0.62 3.54 .0.62. 3 2 _ .. 24 000 P40 4.25 1.50 51 .14.75 293,63 0.56. ..0.74- 3.76 0.74 4 2 _ - 27 094 P43 4.50. 1.50. 54 14.75 348:55 0.66 0.88 3:98 0.88 5 3 - 2 30 375 P45 . 4.75 1950 57 14.75 409.93 0.78 1.04::4.20 .1.04 5 . - 3 2 _ 33,844 P49 5.00 9.50 60 14.75 478.13 0.9'1 1.22 4.43 1.22 6 4 3 2 37,500 P50 5.25 .1.50 ...63 14.75 553.49 1.05 1.41 4.65 1.41 7. 5. 3 2 41344 P53.. 5.50 1.50' ' 66 14.75 636.38 1.21 1.62 4.87 1.62 8 5 .4 2 45,375 P56 5.75 1.50. 69 14.75 727..17. 1.39. .1.86 .5.09 .1.86 9 6 .4: .2 491594 P59 .....6.00 2.00. 72 20.75 826.20 1.11 1.49 7.47 1.49 -..8 5 3 2 54,000 P60 6.25 2.00 75 20.75: , 933.84 1.26 1.68 7.78 1.68 9-- 54.. 2 58,594 P63. 6.50 2.00 78 20.75: 1,050.44 1.42 1.90 -8.09 8.09 1.90 10 -6 4 2 63,375 P66 6.75 2.00 81 20.75. 1,176.37 1.59 2.13 8:40 2.13 11 7 : 5 3 681344. P69 7.00 2.00 84 20.75 1,311.98 1.77 2.37: 8.72 2.37 12 8 5 3 732500 270 7.25 7.50 ..7.75 2.00 .2.00 2.00: 87 .90 93 20.75 20.75 20.75 1,457.62 1,613.67...'j.. 1,780.48 1.97 2.18 2.41 ..2.64 2.92 -3.23 9.03. ..9.34 9.65 . 2.64: 2.92 3.23 13 15 16 9 10 11 6 7 7 3 78;844 4 84,375 4 90,094 P73 P76 P79 8.00 2.00 96 21.75 1,958:40 2.65 3.56 1R.V6: 3.56 .18 12 8 .5 96,000 P80 8.25 2.00 99 2.0:75. .. 2,147.Cr 2.91 .3.90t 10.271 3.90 20 13 9 5 ''102 094 P83 .. 8.50 2.00 .102 20.7.5 2,349.03 3.19 4.27 10-5.8 4.27 22 14- .10 5 . 108E175. P86 . 8.75 2.00 105. 20,75 2,562.45 3.48 4:67 , 10.89 4,67. 24 'l5 11 6 114,844 P89 9.00 2.50. 108: 26.75 2,788.43 2.92 3.91. ..14.45. a:91 24 13 9 5 121500 P90 .9.25 2.50 111: 26.75 3 027.31 3:18 4.25 14.85 4.25 22 14 10 5 128,344 P93 9450 2.50 114 26.75 3,279.46 3.44: 4.61 .15.25 4.61: 23 15 10 .. . 6 ...1357375: P96 9.75: 2.50 .'117. 26.75 31545.24 3.72 ....4.98 .15.65 .4.98 25 16 11 6 142 594 P99 10.00: 3.00: 120 :32.75: - 3,825,00.3.27 4.37 19.65 4.37 22 14 10 6 1509000 P100 10.25. 3.00 123 32.75 -41119 .11. 3.52 4.71 20.14 4.71 .24. 15 .1.1 6. . 157P694 P103 10.50 3.00 126. 32.75 4,427.92. 3.79 .5.07 20.63 5.07: 26. 17 11 6 165,375 P106 10.75. ....3.00 129 32.75: 4 751.79. 4.07. 5.44 -21.12 - 5.44 � 28 18 12 : 7 173,344 P109 11.00 3.00 132 32.75 -50091.08: 4.36 5.83 21.62 5.83 30 19 13 7 181500 Pilo - 11.25 3.00 135 32.75 5,446.14 4.67 6.24 ..:.22.11 .6.24 32 20 14 8 189,844 P113 11.50 3.00 138 32.75 5,817.35 4.99 6..67 22.60 6.67 ' 34 22 15 8 198 375 P116 11.75 3.00 141 32.75. 6,205.05 R 5.32 7.12 .23.09 7.12 36 .23 16 9 207 094. P119 12.00 3.00 1 144. 32.75 6,609.60: 5.67 7.59 .23.58 7.59 .39 25 171. 10 .. 216,000 P120 vnonn *i,)wrn vie Specifier's comments: .�,.�..,�.,�..,........Y,.r..r�....sw .r...,..,r..,.�-�.wa.i„e..�.-.T�✓....�...�...�r .... .-.. ._.._�.-.�-�.. _ , u....�.�-. -- - - - - - -- - --:�.:..:....:.�... �:.�r��..�.. .....,�.....,.a...:.�..'�w..r � � ;�:.,�+w-:.,:.y�......,.s�. 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof. Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry [in.] & Loading [ib, in,lb] Hex Head ASTM F 1554 GR. 36 314 hef = 9.000 in. ASTM F 1554 4 :;uR.....:..a <+racn.:..•._a:Rte:.,. ytn�l.k'•._11w..�+�:d »�...:1r. •_. L: Design method ACI 318-11 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. iX x iy x t = 8.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated S shape (AISC); (L x W x T x FT) M 3.000 in, x 2.330 in. x 0.170 in. x 0.260 in. cracked concrete, 2500, V= 2500 psi; h =18.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar r i f OY+r. t u uA t 0 (`(` w e t F wKari. ..�' M•OM✓JiI/.�6 .. I.?.1MvrMn.w..:rW..v% wP.�vv4�R4h:MS.�ttirw�ww-A' +vn.w`eW`•+w+.4r+.r>..�.w ... . _ . �. ... 4 �.. M N - � J -.'...M. �i r'.�iw-.ta...En`vw✓i�i+4WJ�.JawJa2�w' 1 r � y •. AP}1: rt.✓.1.i✓1.+0.diw.1{«w,rwwi.ni� l:_+.tF -L4 Y...d.+. .:Y.s.Y'+✓-ii_'�. www:.hilti.us = �a+w��...�.....:.-.^.+.++...:.-...�.-.'......... en �....wti....,..-- .. - nr:.::w-....,.....c..�+w..,-...+�«✓.r....+�a..>...r.�.......W..w..rr.�--.�.....r•,.._....:r. Nr: .�'.ul•�•r�.w:+'W.Wrr+wi - r�...1er+1+�w+vbM>\..+.:r..-.-' -. 'Ow.+www..�r.M�TT�M.a�'o^wl•+�t.,W�Y•.v! Pr offs Anchor 2.7.3 _ Company: Weatherby-Reynolds-Fritson Page: 5 Specifier: Terry Weatherby Project: Knopp MBF Address: 206 Peek Street, Jackson, CA 95642 Sub -Project I Pos. No.: Heath Construction Phone I Fax: 209-223-03811 Date: 7/13/2017 E -Mail: terry@wrfed.com Specifier's comments: .�,.�..,�.,�..,........Y,.r..r�....sw .r...,..,r..,.�-�.wa.i„e..�.-.T�✓....�...�...�r .... .-.. ._.._�.-.�-�.. _ , u....�.�-. -- - - - - - -- - --:�.:..:....:.�... �:.�r��..�.. .....,�.....,.a...:.�..'�w..r � � ;�:.,�+w-:.,:.y�......,.s�. 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof. Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry [in.] & Loading [ib, in,lb] Hex Head ASTM F 1554 GR. 36 314 hef = 9.000 in. ASTM F 1554 4 :;uR.....:..a <+racn.:..•._a:Rte:.,. ytn�l.k'•._11w..�+�:d »�...:1r. •_. L: Design method ACI 318-11 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. iX x iy x t = 8.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated S shape (AISC); (L x W x T x FT) M 3.000 in, x 2.330 in. x 0.170 in. x 0.260 in. cracked concrete, 2500, V= 2500 psi; h =18.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar r i f OY+r. t u uA t 0 (`(` w e t F wKari. ..�' M•OM✓JiI/.�6 .. I.?.1MvrMn.w..:rW..v% wP.�vv4�R4h:MS.�ttirw�ww-A' +vn.w`eW`•+w+.4r+.r>..�.w ... . _ . �. ... 4 11 2 Load case/Kesulting anchor forces Load case: Design loads Anchor reactions [lb) Tension force: (+Tension, -Compression) Anchor Tension force Shearforce 1982 Shear force x Shear force y 2 2965 1982 0 3 2965 1982 0 4 2965 1982 0 max. concrete compressive strain: - [SAO] max. concrete compressive stress: - [psi] resulting tension force in (xly)=(0,00010.400): 11860 [lb] resulting compression force in (x/y)=(0.00010.000): 0 [lb] 3 Tension load Load Nua [lb] steel , trength* �T,.w 2965 Pullout Strength* 2965 Concrete Breakout Strength' 11860 Concrete Side -Face Blowout, direction N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N futa Nsa Z Nua Variables Ase,N [in .2] Calculations Nsa [1b] 19372 AC 1318-11 Eq. (D-2) ACI 318-11 Table D.4.1.1 futa [psi] 1982 1982 1982 Capacity � Nn [lb] Results Nsa [lb] steed . Nsa [Ib] Nua [lb] . 9372 0.750 14529 3.2 Pullout Strength NPN C -P NP Np 8 Ab cg G NpN Z Nua Variables ml�� • •vvv Calculations N;. [lb] .. 13080 Results . Nnn [Ib] ACI 318-11 Eq. (D-13) ACI 318-11 Eq. (D-14) ACI 318-11 Table D,4.1.1 X8.. . 1.000 fc [Psi] ht' concrete N [Ib] N [Ib] 9156 26341 N/A Utilization pN = Nual� Nn Status X 33 OK 46 OK l t J i N/A www.hilti.us ... �:'a:..�.•.>�'-K,ys a:..i�cc:._i.. Xsii:.w.�_..i..-F�;..+.< ,eyF+::iRt' •.... a• 44 -- - Profs Anchor 2.7.3 Company: Weatherby-Reynolds-Fritson Pa.�e;,�. 9 6 Specifier: Terry Weatherby Project: Knopp MBF Address: 206 Peek Street, Jackson, CA 95642 Sub -Project I Pos, No.: Heath Construction Phone I Fax: 209-223-03811 Date: 7/13/2017 E -Mail: tent'@wrfed.com .. wve++r.!..w.Y�.�.aMT.�..•.aM.•r�+e`•."'IM'M.I.w+�•�•�w.v..yr.n..••.u.t.M.••wui.Mw..V.-�.•L M+,.:_.:.. ..' n:...bY.W� w.w..xa'TiA.iR.<i.w::i�.i...s..�� - __ _ �+�w.�MSMN.nWA..WI_ ... — 2 Load case/Kesulting anchor forces Load case: Design loads Anchor reactions [lb) Tension force: (+Tension, -Compression) Anchor Tension force Shearforce 1982 Shear force x Shear force y 2 2965 1982 0 3 2965 1982 0 4 2965 1982 0 max. concrete compressive strain: - [SAO] max. concrete compressive stress: - [psi] resulting tension force in (xly)=(0,00010.400): 11860 [lb] resulting compression force in (x/y)=(0.00010.000): 0 [lb] 3 Tension load Load Nua [lb] steel , trength* �T,.w 2965 Pullout Strength* 2965 Concrete Breakout Strength' 11860 Concrete Side -Face Blowout, direction N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N futa Nsa Z Nua Variables Ase,N [in .2] Calculations Nsa [1b] 19372 AC 1318-11 Eq. (D-2) ACI 318-11 Table D.4.1.1 futa [psi] 1982 1982 1982 Capacity � Nn [lb] Results Nsa [lb] steed . Nsa [Ib] Nua [lb] . 9372 0.750 14529 3.2 Pullout Strength NPN C -P NP Np 8 Ab cg G NpN Z Nua Variables ml�� • •vvv Calculations N;. [lb] .. 13080 Results . Nnn [Ib] ACI 318-11 Eq. (D-13) ACI 318-11 Eq. (D-14) ACI 318-11 Table D,4.1.1 X8.. . 1.000 fc [Psi] ht' concrete N [Ib] N [Ib] 9156 26341 N/A Utilization pN = Nual� Nn Status X 33 OK 46 OK N/A N/A 13080 0.700 9156 ................w...,,._W....:.:.:_.._.._. �...' ..,�•.....�a �.:..��.�� 2965 wMW+ • � !!'.�.�..•r•twa•IaW:wO• !wv.. a�.e+.:at•M�.�.W.^++.�w�w�./w+wa�F•e^:•naT..n>.l�i:+a _ _�.�.► .r+�+.w•Mn4W.Y.r•M Wr+..+•ye•.n.vnyrT�....M+....u..4.�.w��.+...w..i��n _' _ _ _ - _ w..+•••�.a....-.. ..�... .... .. .. _ _4 Calculations ANc [in 2] Results ANcd [in .21 ..� NGS [Ib] 37631 .�.�:�.�..�..-��..�.. concrete . ).700 ec2,N ed,N tj1 c;,N Nb [lb] 1.000... 1.000 w'1.000 x :32400 Nva [lb] 26341 11860 www.hifti.us w ..-n.i.+�+c.bMrr.n:arJ.aiA ..:s..,.yA4 a+•!.% � �t�-pA.skn.�.K.-.�c.:.o..�.�::n:.r+.:w.+�. Profis Anchor 2.7.3 TSP+..i..W1'^....^'r^���'.y.F'�y+'•Yh•.IMVJN:MM�n•M'..M..lf.Mr.�wwr1'!..s.•wKw.�.w+w1�N•.M.L Company: Weatherby-Reynolds-Fritson Page: 7 Specifier: Terry Weatherby Project: Knopp MBF Address: 206 Peek Street, Jackson, CA 05642 Sub -Project I Pos. No.: Heath Construction Phone I Fax: 209-223-03811 Date: 7/13/2017 E -Mail: terry@wrfed.com .. x._.�.�.�._:..,.......�.�.,....e_..�� --...:�....,.�.�,.::....w.:�.c��- - gra _ .. rr.W.-:ad.ru�t� 3.3 Concrete Breakout Strength .. w.t,e. af. . nM....H.r..r..r .. r_v+s.Matir.+te...�...�..ti.wrw.�!•.i �. •.w NNW N = NcO ANc N cbg q 41 ec,N yl ed,N c,N cp,N b ACI 318-11 Eq. (D-4) Ncbg Nue ACI 318-11 'table D.4.1.1 ANO see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco 9 hef ACI 318-11 Eq. (D-5) 1 w ec.rj = 1 2 e� :5 1.0 ACI 318-11 Eq. (D-8) 3 hef 41 ed,N = 4.7 + 0.3 Ca'"�" s 1.0 1.5hef ACI 318-11 E q -10 ( D ) MAX 1--� W cp,N cac ' Ca ACI 318-11 Eq. (D-12) Nb =1cc X 8 hef ACI 318-11 Eq. (D-6) Variables her [in.] ec, N Un.11 ecz N [in.1 ..�.,... w_ Y� c [in.]. a,m,n �,N _.. _... 9.006 0.000 0.000 _�..:.:.. 11.250 W ^.,. "1.000 cac [in.] kc �. a fc (psi] . -24 200 Calculations ANc [in 2] Results ANcd [in .21 ..� NGS [Ib] 37631 .�.�:�.�..�..-��..�.. concrete . ).700 ec2,N ed,N tj1 c;,N Nb [lb] 1.000... 1.000 w'1.000 x :32400 Nva [lb] 26341 11860 WWW.hilti.us - •'•�.",^^'T.��.nary...-..4.r•+�•:es.v4�..N.r�.r'.:wia�.b.: �:...w.�...,...,.w.w.. .. i . Company: 1Neatherb-----�._� :_,..:., �. w��... 2.x'.3 y-Reynolds-� w Specifier: Terry Weatherby Page: 8 Address: 296 Peek Street, Jackson, CA 95642 Project: Knopp MBF Phone I Fax: 209-223-03811 Sub -Project I Pos. No.: Heath Construction E -Mail: terry@wrfed.com Date: 7/1312017 Shear load u ..�Load V{,a fib] �teel�trength��`� __.......,...�.w..�,-....w.;�.�.�......�....�w.�:.:_,_Y.,..�..,.:v.. �....:.�..:.�... 1982 Steel failure (with lever arm)* N/A Pryout Strength" 7930 Concrete edge failure in direction NIA * anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength usa ` 0.6 Asey futa � Vow �! VUs Variables Asey [in.2] Calculations Vsa (lb) 11623�.�; Results Vsa[I�) 116Z3� 4.2 Pryout Strength ACI 318-11 Eq. (D-29) ACI 318-11 Table D.4.1.1 futa CPS 4) 81001 .. 0.650 ' Vs, [lb) .. Vue [ib] •y�.,`..-w.vvma:....J..: 755..,.....M.•r+..•_ni........:..wrw.�y�Nl� ...�.. VCP9 = kep Anc OC,N N aNcfl � � e�,N � c,N � cp,N b � vGP9 z VUa Aft see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO ' 9 het 1 Y ec,N = 2 eNS 1.0 3 hef W ed,N = 0.7 * 9.3 1Cac � 1.0 .5he€ Ga min uj CP.N MAX- s 1.0 ;f: �c cac Nb-kchahl'6 Variables N Calculations h,a€ [in.] T.600 :. ac (in.] Mr. APac [in2] ANS [in 729.00 lies u lts 75251. 0.700 ecf,N [in.] 0.000 tl� e c 1.0( 52683 .Capacity � Vn [Ib] ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) eO.N [in-] 06'6o Utilization AJ Vu4 Vn . Status N/A N/A NIA 52683 16 CK N/A N/A NIA ca,min [in.] 17.250 a fe . 1.000 '2500 Y eec2 1.00 Y!L9 [Ib] 7930 ed,rv;N Nb [lb] 1.000 ..2400 I 6 Warnings • The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, E{?TA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! INN www.hilti.us Profis Anchor 2.7.3 Company: Weatherby-Reynolds-Fritson Page: g Specifier: Terry Weatherby Project: Knopp MBF Address; 206 Peek Street, Jackson, CA 95642 Sub -Project I Pos. No.: Heath Construction Phone I Fax: 209-223-0381 1 Date: 7113/2017 E -Mail: terry@wrred.com - .r--= --.r—r.r-..n•e,,.,s•..n- mw:-_...:-r,.w...w+w.._-sa+...+n...r• .r..w.w ....,.a,. .. , . �w+•V+'ry:'.Y 5 Combined tension and shear loads .. .. ... - .✓..."rr�e.wr''T`.:t+'rvw.uw•l-._ _ _ _-.�✓twr...:.'.:.a.i✓....w•�+.-+%_r...e......nw ...._......,. AN av �N,v [%l Status 0.45 wUtilisation ..�.��:......,.... ,�v...�,��.... 0.262 513 38 r..: _ .. - OK 6 Warnings • The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, E{?TA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! INN ,•r...w..E -:�` �. .,�- � ;`sae .,..«:r,...a., ss-.• ��-'�R. ":7" www.hiIU.us.._.. Anchor 2.7.3 uw��G.l--.hv»+Jro......-�..+��...w.�:I•�..-wr.�.J.u?�.'.r.....�.+w`w�^�>'Yul.r:.Mt+.N�w.Y'tlx�.R1...w.Y.r[+' � Company: Weatherby-Reynolds-Fritson Page: 10 Specifier. Terry Weatherby Project: Knopp MBF Address: 206 Peek Street, Jackson, CA 95642 Sub -Project I Pos. No.: Heath Construction Phone I Fax: 209-223-03811 Date: 7/13/2417 E -Mail: terry@wrfed.com :H ' .sys+r.wa:+tem:!rrw'rw+tY'.�.u.a�•r..v++r...y�..•.la.!.sr.rw• rr �rvr. _ _ _ - raw-.�e�. yw r wr.-..e y ' ' 7 Installation data Anchor plate, steel: - Profile: S shape (RISC); 3.000 x 2.330 x 0.170 x 0.260 in. Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: - Cleaning: No cleaning of the drilled hole is required Ay Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 9,000 in. Minimum thickness of the base material: 10.000 in. 4 nnn # Q nnn Coordinates Anchor in. Anchor x y c.X c*X 1 -2.000 2.000 - 11.250 - 2 2.000 -2.000 w- 11.250 - 3 -2.000 2.400 - - 15.250 - 4 2.000 2.000 - - 15.250 l Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-1583 Owner's Name: RAY KNAPP Assessor's Parcel Number: 066-360-031 Date of Application: 7/31/2017 0 Square Footage Verification No Change: NOTES: Verified By: (Plan Check Signature) Confirmed TRAKiT Updated by: I Date: Date: At Application: CTo: wing Area p Garage Area 1600 [Co-veredArea p eR Area 44% - 0 OR 0 No Change: NOTES: Verified By: (Plan Check Signature) Confirmed TRAKiT Updated by: I Date: Date: BUILDER/CONTRACTOR RESPONSIBILITIES Drawing Validity - These drawings, supporting structural calculations and design certification are based on the Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant order documents as of the date of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the manufacturer as of the date 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 I 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 coat 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 has 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 coat 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 1 standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping A unloading and erection after painting 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 i PROJECT NOTES Is responsible for securing all required approvals and permits from the appropriate agency as required. E6 -E7 FRAME CROSS SECTION 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 safety 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 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 gage 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 All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". . Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. Materials b,V Others - All interface and compatibility of any materials not furnished by the manufacturer are the field the and responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria The manufacturer does not assume any responsibility for the erection nor supervision of structure concerning any interface between materials if furnished as a part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts or field welds) as required during assumptions will govern. 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. Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts I of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. 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 Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) declares or attests that the loads as designated are 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 an Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has Architect and/or engineer of record for the overall construction project. 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 This project is designed using manufacture's standard serviceability standards. Generally this means that all p 9 9 tans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed II I p 9 � Y 9• 9 stresses and deflections are within typical performance limits for normal occupancy and standard metal building Structural Engineer should be consulted prior to making any changes to the building configuration shown on products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the stated in the contract documents. building not indicated on these drawings. X -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond SafetyCommitment - The Metal Building Manufacturer has a commitment to manufacture quality building 9 this state. 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 conditions The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be and accident prevention is the top priority of any job site. Local, State and Federal safety and health attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in standards, whether standard statutory or customary, should always be followed to help ensure worker safety. excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using Make certain all employees know the safest and most productive way to erect a building. Emergency procedures concentrated loads and may require separate support members within the roof system. should be known to all employees. Daily ' meetings highlighting safety procedures are also recommended. The use hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where Low hazard occupancy: `of applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the The use of the structure is limited to occupancy Cate I for structures representing a low hazard to p y 9or y j manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual humans; including agricultural facilities, temporary facilities and/or minor storage facilities. The member weights of other structural members. If additional information is required contact the customer service lrhsulting reduction in applied loads would explicitly exclude most industrial or commercial applications, g department. human occupancy or post disaster uses. Future use for any category other than occupancy category I will Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and require investigation of the structure by a qualified design professional in order to determine COL workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only any reinforcement that may be required. .location, diameter and projection of the anchor rods required to attach the Metal Building System to the The metal building manufacturer has not designed the structure for snow accumalation loads at the ground BASI foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for level which may impose snow loads on the wall framing provided by the manufacturer. RES specifying rod embedment, bearing values, tie rods and or other associated Mems 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) - contact with or water runoff from an dissimilar metal Dissimilar Materials Never allow your roof to come in y including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar and grout. Removal - foreign debris such as sawdust dirt animal droppings,etc. will cause corrosion of the Debris R al Any fore g 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. Non expandable main frames: The rigid frame at line 1 is designed as a non -expandable rigid frame. Corresponding frame reactions are calculated based upon actual tributary area. DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 16 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD SUPERIMPOSED COLLATERAL ROOF LIVE LOAD RISK CATEGORY SNOW LOAD GROUND SNOW LOAD (Pg) SNOW LOAD IMPORTANCE FACTOR (Is) FLAT ROOF SNOW LOAD (Pf) SNOW EXPOSURE FACTOR (Ce) THERMAL FACTOR (Ct) 2.300 PSF 0.5 PSF 20.00 PSF (REDUCIBLE) I - Low 40.000CPSF 0.8000 22.4 PSF 1.0 A nn DRAWING INDEX ISSUE PAGE DESCRIPTION A C1 COVER SHEET 0 F1 ANCHOR BOLT PLAN i 0 F2 ANCHOR BOLT REACTIONS 0 F3 ANCHOR BOLT DETAILS A E1 ROOF FRAMING PLAN i A E2 FRONT SIDEWALL A E3 BACK SIDEWALL A E4 LEFT ENDWALL A E5 RIGHT ENDWALL A E6 -E7 FRAME CROSS SECTION A DET1-11 STANDARD DETAILS WIND LOAD L ULTIMATE WIND SPEED 110 MPH NOMINAL WIND SPEED (Vasd) 85 MPH (IBC SECTION 1609.3.1) SERVICEABILITY WIND SPEED 72 MPH WIND EXPOSURE CATEGORY B TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.55 /-0.55 ZONE 4, COMPONENT WIND LOAD < 10FT2 28.568 PSF PRESSURE -30.411 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < 1 OFT 2 28.568 PSF PRESSURE -35.885 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) SEISMIC LOAD SEISMIC IMPORTANCE FACTOR (le) Ss 0.6447 g S1 0.2662 9 SIOIL SITE CLASS SEISMIC DESIGN CATEGORY DRAWING STATUS 1-1 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. I -XI FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED 3.3000 IN/HOUR AS COMPLETE. 1:1 FOR ERECTOR INSTALLATION 1.00 FINAL DRAWINGS FOR CONSTRUCTION. SDs 0.5516 g SDI 0.3313 9 ,., D STIFF SOIL ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE UMN LINE 1,2 3 SWA&SWC ENGINEERING SEAL C FORCE RESISTING SYSTEM* C4 B3 B3 PONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, FEM OVER -STRENGTH FACTOR(Q0) 2.5000 2.0000 2.0000 AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. MIC RESPONSE COEFFICIENT(Cs) 0.17 0.17 0.17 THESE DRAWINGS AND THE METAL BUILDING SYSTEM DESIGN BASE SHEAR (V) TRANSVERSE 2.02 (k) LONGITUDINAL 1.81 (k) THEY REPRESENT ARE THE PRODUCT OFi AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES PARKWAY W HOUSTON TX 77064. THE PROFESSIONAL Gutters and Down s outs: THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED P AFFILIATE OF NCI GROUP INC NDS N AIS THE Using Northern 7 x 7 gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on A th b 'Id' ' walls at a s acin not to exceed BASIC FORCE RESISTING SYSTEM* C4. STEEL ORDINARY MOMENT FRAME B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES these drawings. The downspouts are to be place on e ul Ing sld e p g spacing 50 feet with the first downspout from both ends of the gutter run within 25 end feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 3.3 in/hr rainfall intensity as it corresponds to a 5 year recurrence interval. BUILDING SIZE: 32'-0" x 50'-0" x 17'-0" ISSUE DATE DESCRIPTION A 6/ 8/17 FOR CONSTRUCTION PERMIT ' !l1'-] 583 B6066-3(,0-031 SIIUI'(]r,pf1;��) I:IJ' I'I.1 1115 Rev. 8/12/14 ";'''"' rrl BY CK'D I DSN PNR PNRI SNR A. STAR BUILDING SYSTEMS I sk Fl� A eoee,tsonceca Company PROJECT: RAY KNAPP Y AN , ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. 3.0:12 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT I OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEEP NUMBER ISSUE s/ 8/17 N.T.S. 1 A 15-B-85965 c1 a PERMIT # P2 ( 771 I S_ BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODEC MIPLIANC DATE�I --I BY--Fq, Jun 14, 2017 I J W W F- Cn LLO I— ZD O O I— I CB O O I N O I 0 0 I -g 4, 24'_8" 24'„ NOTE: ALL BASE PLATES @ 100.0' (U.N.) ASSUMED FINISH FLOOR @ 100.0' (U.N.) 25'-0" 25'-0" CXD LC') LO 00 (2) U ANCHOR BOLT PLAN ISSUE DATE DESCRIPTION BY CK'D DSN �j STAR BUILDING SYSTEMS 8600 SOUTH I-35 SERVICE ROAD A OKLAHOMA CITY, OK 73149 %7C1 A RobertsonCeco Company ($00)-879-7828 0 6/ 8/17 FOR ERECTOR INSTALLATION PNR PNR SNR 1 n 15—B-85965 F1 0 PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s/ a/n N.T.S. 1 n 15—B-85965 F1 0 o Dia= 5/8" * Dia= 3/4" Jun 14, 2017 GENERAL NOTES 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. 3. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS NOTED OTHERWISE. ENDWALL COLUMN: Vert BASIC COLUMN REACTIONS (k ) -4.6 0.0 -2.3 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Grout = 20.00 B_SW D 3,2 2.2 * Wind Wind Thick (in) 1 B 4 0.625 6.000 8.500 0.375 0.0 Frm Col Dead Press Suct (h)Rigid frame at endwall 0.375 0.0 Frm Col Anc._Bolt 6.000 Base -Plate (in) Grout Line Line Vert Harz Harz 6.000 = 40.0000 0.375 0.0 Line Line Qty 1 B 0.3 -3.7 4.0 PROJECT: RAY KNAPP = 110 = CBC 16 *See RF reactions table for vertical and 4prESStpN ° D' N� Frm Col Dead Collat Live Snow Wind _Leftl 0.0 Wind_Rightl Wind_Left2 Wind_Right2 Wind Press Line Line Vert Vert Vert Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz 3 A 0.4 0.0 1.6 1.8 1.8 -4.5 0.0 0.6 2.1 -4.9 0.0 1.1 0.0 3 C 1.0 0.1 4.8 5.4 0.0 -2.6 1.8 -7.5 0.0 -2.0 2.1 -7.9 -3.6 3 D 0.4 0.0 1.6 1.8 0.0 -2.1 0.0 -2.2 0.0 -2.2 0.0 -2.2 0.0 Wind Frm Col Suct Wind_Long1 Line Line Horz Horz Vert 3 A 0.0 0.0 -1.7 3 C 3.9 0.4 -5.7 3 D 0.0 0.0 -1.4 Frm Col E2UNB_SL_R- Line Line Horz Vert 3 A 0.0 0.2 3 C 0.0 4.9 3 D 0.0 2.3 NOTES FOR REACTIONS BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA: WIDTH (FT) EAVETHEIGHT (FT) ROOF SLOPE rise/12) DEAD LOADpsf) COLLATERAL LOAD (psf) ROOF LIVE LOAD (psf) FRAME LIVE LOAD (sf ) ROOF SNOW LOAD tpsf) GROUND SNOW LOAD (psf) WIND SPEED (MPH) WIND CODE EXPOSURE CLOSED/OPEN IMPORTANCE - WIND IMPORTANCE - SEISMIC SEISMIC ZONE NOMINAL WIND SPEED (Vasil) SERVICEABILITY WIND SPEED Wind_Long2 Horz Vert 0.4 -1.9 0.0 -4.6 0.0 -2.3 Seis_Left BUILDING BRACING REACTIONS Reactions in plane of wall f Reactions(k ) Panel -Shear Wall Col Wind -Seismic - (Ib/ft) Loc Line Line Horz Vert Horz Vert Wind Seis �-� 1 F_SW A 2,3 2.2 * 0.9 * R_EW 3 A,C Bracing, see EW reactions Horz Vert 0.7 -0.8 0.0 0.8 0.0 0.0 Seis-Right BUILDING BRACING REACTIONS Reactions in plane of wall f Reactions(k ) Panel -Shear Wall Col Wind -Seismic - (Ib/ft) Loc Line Line Horz Vert Horz Vert Wind Seis �-� 1 F_SW A 2,3 2.2 * 0.9 * R_EW 3 A,C Bracing, see EW reactions Horz Vert 0.0 1.0 0.7 -1.0 0.0 0.0 -MIN-SNOW-- BUILDING BRACING REACTIONS Reactions in plane of wall f Reactions(k ) Panel -Shear Wall Col Wind -Seismic - (Ib/ft) Loc Line Line Horz Vert Horz Vert Wind Seis �-� 1 F_SW A 2,3 2.2 * 0.9 * R_EW 3 A,C Bracing, see EW reactions Horz Vert 0.0 1.3 0.0 3.9 0.0 1.3 E2UNB_SL_L- BUILDING BRACING REACTIONS Reactions in plane of wall f Reactions(k ) Panel -Shear Wall Col Wind -Seismic - (Ib/ft) Loc Line Line Horz Vert Horz Vert Wind Seis �-� 1 F_SW A 2,3 2.2 * 0.9 * R_EW 3 A,C Bracing, see EW reactions Horz Vert 0.0 2.3 0.0 4.9 0.0 0.2 FRAME LINES: 1 2 H -aIV 4V OLUMN LINE = 32 = 50 = 17 / 17 = 3.0:12 / 3.0:12 = 2.300 = 0.5 BUILDING BRACING REACTIONS Reactions in plane of wall f Reactions(k ) Panel -Shear Wall Col Wind -Seismic - (Ib/ft) Loc Line Line Horz Vert Horz Vert Wind Seis �-� 1 F_SW A 2,3 2.2 * 0.9 * R_EW 3 A,C Bracing, see EW reactions Note (h} RIGID FRAME: Frm Col Anc.-Bolt Line Line Qty 1 D 4 1 A 4 ANCHOR BOLTS & BASE PLATES Base -Plate (in) Grout Dia Width Length Thick (in) 0.750 6.000 9.500 0.375 0.0 0.750 6.000 9.500 0.375 0.0 Frm Col Anc._Bolt Base -Plate (in) RIGID FRAME: ANCHOR BOLTS & BASE PLATES Grout = 20.00 B_SW D 3,2 2.2 * 0.9 Length Thick (in) 1 B 4 0.625 6.000 8.500 0.375 0.0 3 A 4 0.625 22 4 12 (h)Rigid frame at endwall 0.375 0.0 Frm Col Anc._Bolt 6.000 Base -Plate (in) Grout 0.0 3 D 4 0.625 6.000 = 40.0000 0.375 0.0 Line Line Qty Dia Width Length Thick (in) PROJECT: RAY KNAPP = 110 = CBC 16 *See RF reactions table for vertical and 4prESStpN ° D' N� 2 D 4 0.750 6.000 9.500 0.375 0.0 OWNER: RAY KNAPP = B horizontal reactions in plane of the rigid frame. 2 A 4 0.750 6.000 9.500 0.375 0.0 Partial ANCHOR BOLT SUMMARY CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE = 1.00 RIGID FRAME: BASIC COLUMN REACTIONS (k ) A 15-B-85965 F2 0 - D = 85MPH (IBC SECTION 1609.3.1 Qty Locate Dia Dia Type Proj (in} Frame Column -----Dead-----Collateral- -----Live --------- Snow-----Wind_Left1- -Wind_Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert = 72MPH O 8 Jamb 5/8"-F1554 2.00 1 D 0.1 0.9 0.0 0.1 0.7 3.2 0.9 4.5 -1.9 -5.9 1.9 -3.3 O 16 Endwoll 5/8" F1554 2.00 1 A -0.1 0.9 0.0 0.1 -0.7 3.2 -0.9 4.5 -1.9 -3.3 1.9 -5.9 0 16 Frame 3/4" F1554 2.50 Frame Column --Wind_Left2- -Wind_Right2- --Wind_Longl ---Wind_Long2- -Seismic-Left Seismic -Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 D -3.2 -1.8 0.6 0.8 1.2 -4.7 0.8 -4.3 -0.3 -0.4 0.3 0.4 1 A -0.6 0.8 3.2 -1.8 -0.8 -4.3 -1.2 -4.7 -0.3 0.4 0.3 -0.4 Frame Column -MIN_SNOW-- F1 UNB_SL_L- F1 UNB_SL_R- Line Line Horiz Vert Horiz Vert Horiz Vert 1 D 0.7 3.2 0.9 4.8 0.9 2.7 1 A -0.7 3.2 -0.9 2.7 -0.9 4.8 Frame Column -----Dead-----Collateral- ----- Live --------- Snow-----Wind_Leftl- -Wind_Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 D 0.3 1.6 0.1 0.3 1.4 6.0 2.5 11.2 -4.1 -13.3 5.4 -7.0 2 A -0.3 1.6 -0.1 0.3 -1.4 6.0 -2.5 11.2 -5.4 -7.0 4.1 -13.3 Frame Column --Wind_Left2- -Wind-Right2- --Wind_Longl ---Wind_Long2- -Seismic-Left Seismic -Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 D -8.2 -3.2 1.3 3.1 2.9 -11.6 2.2 -11.0 -0.6 -0.7 0.6 0.7 2 A -1.3 3.1 8.2 -3.2 -2.2 -11.0 -2.9 -11.6 -0.6 0.7 0.6 -0.7 Frame Column -Seismic -Long -MIN_SNOW-- F2UNB_SI L- F2UNB-SL_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 D 0.0 -0.7 1.8 8.0 2.3 11.8 2.3 6.8 2 A 0.0 -0.7 -1.8 8.0 -2.3 6.8 -2.3 11.8 ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base -Plate (in) FOR ERECTOR INSTALLATION Grout Line Line Qty Dia Width Length Thick (in) 1 B 4 0.625 6.000 8.500 0.375 0.0 3 A 4 0.625 6.000 8.000 0.375 0.0 3 C 4 0.625 6.000 8.000 0.375 0.0 3 D 4 0.625 6.000 8.000 0.375 0.0 ISSUE DATE DESCRIPTION BY CK'D DSN m STAR BUILDING SYSTEMS 8600 SOUTH 1-35 SERVICE ROAD 0 6 8/17 / / FOR ERECTOR INSTALLATION PNR PNR SNR OKLAHOMA CITY, OK 73149 A RobertsonCeco Company Fl�k (800)-879-7828 Jun 14, 2017 PROJECT: RAY KNAPP 4prESStpN ° D' N� CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 C61574 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 6/ 8/17 N.T.S. 1 A 15-B-85965 F2 0 Dia 5/8" 8 1Z2 Q N I n \ cn I O O I N I O O I I l i j � N W DETAIL A I Dia= 5/8" W DETAIL B Dia= 5/8" I � 6" 3" 2 1/2 1 1/2 1 1/2 / 1 4 DETAIL C I Dia= 3/4" „ 6 Uj ON- 1] 4" 3" 8 1/4 of SW SW 1 3/4 Framed Opening Width 1 3/4 Mark Equal Equal i �N d \—Steel Line + F -1 ---'Ramp (If Required) Dia= 3/4" 6„ -T- N r- rn See Plan DETAIL E Dia= 5/8" c- 0 v v cn 2 102 W DETAIL F 4" 3" 8 1/4 is N SW Door Opening Width 1 1/4 11/4 Equal Equal N Steel Line + + + IARDiaFramed Opening AR Layout AR Dia Walk Door AR Layout 5/8 19 1 2„ ISSUE DATE DESCRIPTION BY CK'D DSN 0 6/ 8/17 FOR ERECTOR INSTALLATION PNR PNR SNR STAR BUILDING SYSTEMS /'/[v1 A RobertsonCeco Company r 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 6/ 8/17 N.T.S. 1 A 15-B-85965 F3 0 Jun 14, 2017 J Feel N DESCRIPTION c2 RF1-2 W CK'D O U 6/ 8/17 I � P-2 Typ cfl cj::� o 24'—ll 1/2 � I 28-3" V) I „ 28'— 11 00 W O O 0 Feel w I U W PURLIN LAP DF -1 —1 25'-0" P,-9 50'-0" OUT -TO -OUT OF STEEL n 25'-0" F-1 5, rr) DESCRIPTION c2 RF1-2 W CK'D O U 6/ 8/17 I � P-2 Typ PNR RF1-3 10ES31-14 24'—ll 1/2 CB -6 o 28-3" CB -7 I „ 28'— 11 LL - CD 0 w I U W PURLIN LAP DF -1 —1 25'-0" P,-9 50'-0" OUT -TO -OUT OF STEEL n 25'-0" F-1 5, sm i 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 INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. RF2-1 E-2 3/4"F 3'- 1 3/4" ROOF FRAMING PLAN ISSUE P-1 T DESCRIPTION c2 RF1-2 BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT E-1 P-2 Typ PNR RF1-3 10ES31-14 24'—ll 1/2 CB -6 1/2' DIA. ROD sm i 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 INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. RF2-1 E-2 3/4"F 3'- 1 3/4" ROOF FRAMING PLAN ISSUE DATE DESCRIPTION LENGTH BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT E-1 PNR PNR SNR 00 r4-) r4') F52 -D B Ln co ROOF SHEETING PANELS: 26 Gauge PBR TBD A. STAR BUILDING SYSTEMS A eone,i,onceco Company PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE 6/ 8/17 N.T.S. 1 MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 1 OX25Z 14 28'—1 1/213 ' P-2 10X25714 28;-1 1/2 E-1 1 OES3L14 „ 24-11 1/2)$ E-2 10ES31-14 24'—ll 1/2 CB -6 1/2' DIA. ROD 28-3" CB -7 1/2" DIA. ROD „ 28'— 11 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 BUILDING ID A JOB NUMBER 15-B-85965 SHEET NUMBERI ISSUE E1 A Jun 14, 2017 0 I 0 00 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. 25'-0" 4" 50'-0" 50'-0" OUT—TO—OUT OF STEEL n 25-0" 3 I I I RF1-1 RF2-1 EC -2 GIRT 3'-1 3/4, LAPS 3'-1 3/4" SIDEWALL FRAMING: FRAME LINE A Q Q Y (Gutter with 2 downspouts) Fl 362—L F1362—R F13❑61—L HW4062 F1361—D F1361—R 0 00 b— F73 SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: zs Gouge Pea -Teo ISSUE DATE DESCRIPTION LENGTH BY CK'D DSN E-2 A STAR 24'-11 1 2" G-8 8X35Z 14 BUILDING G-9 8X25Z16 28;-1 1/2" G-10 8X35Z 14 28-1 1/2 11 SYSTEMS 8X25216 28'— 1 1/2 " CB -4 1/2" DIA. ROD 29'-8" CB -5 1 /2" DIA. ROD 29'-6" A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR PROJECT: RAY KNAPP A RobertsonCeco Company CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE 6/ 8/17 N.T.S. 1 I Irk Inrn TA nl r- IVILIVIDLF\ I/1DLL FRAME LINE A MARK PART LENGTH E-1 1 OES31-14 24'-11 1/2" E-2 1OES3L14 24'-11 1 2" G-8 8X35Z 14 28'-1 1/ 2" G-9 8X25Z16 28;-1 1/2" G-10 8X35Z 14 28-1 1/2 11 G-11 8X25216 28'— 1 1/2 " CB -4 1/2" DIA. ROD 29'-8" CB -5 1 /2" DIA. ROD 29'-6" 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: RAY KNAPP BUILDING ID JOB NUMBER A 15-B-85965 FLANGE BRACE TABLE FRAME LINE A V ID PART LENGTH FB29.3 L2X2X14G 2'-5 1/4" SHEET NUMBER ISSUE E2 A Jun 14, 2017 0 I CD I i� oll GIRT LAPS 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. I I I EC -4 RF2-1 RF1-1 Q Fl 362—L F1361—L ❑C J—I J/9' SIDEWALL FRAMING: FRAME LINE D 2 (Gutter with 2 downspouts) HW4062. F1361—D F73 SIDEWALL SHEETING & TRIM: FRAME LINE D PANELS: 26 Gauge PBR — TBD 4 Fl 362—R F1361—R I❑ 0 cc I PROJECT: RAY KNAPP STAR BUILDING SYSTEMS A RobertsonCeco Company MLMbLK IAbLt ISSUE DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR 24-11 1/2" E-2 1OES3L14 " 24'-11 1/? G-12 8X35Z14 28'-1 1/ 2" G-13 8X25216 28;-1 1/2 G-14 8X35Z 14 28-1 1 /2„ G-15 8X25Z16 28'- 1 1/2 CB -4 1/2" DIA. ROD 29'-8" CB -5 1 /2" DIA. ROD 29'-6" 4 Fl 362—R F1361—R I❑ 0 cc I PROJECT: RAY KNAPP STAR BUILDING SYSTEMS A RobertsonCeco Company MLMbLK IAbLt BRACE TABLE LINE D FRAME LINE PART D F1329.3 MARK 2'-5 1/4" PART LENGTH E-1 1 OES31-14 24-11 1/2" E-2 1OES3L14 " 24'-11 1/? G-12 8X35Z14 28'-1 1/ 2" G-13 8X25216 28;-1 1/2 G-14 8X35Z 14 28-1 1 /2„ G-15 8X25Z16 28'- 1 1/2 CB -4 1/2" DIA. ROD 29'-8" CB -5 1 /2" DIA. ROD 29'-6" 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 FLANGE FRAME BRACE TABLE LINE D 0 ID PART LENGTH F1329.3 L2X2X14G 2'-5 1/4" CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT I OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEEP NUMBER ISSUE 6/ 8/17 N.T.S. 1 a 15—B-85965 E3 A Jun 14, 2017 BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. WASHER NOT NEEDED ON CLIP SIDE. bULI IAbLL FRAME LINE 1 LOCATION QUAN TYPE DIA LENGTH Columns Raf 2 A325 1/2" 1 1 4 32'-0" OUT -TO -OUT OF STEEL p B A p B A 18,-0 14,-0" ,z:�T3„ 3 Q3„ 3' 12 12 12 F1672 -D 12 � D r� 0 i� 00 0 2❑ o—� 10 n f _ 0 3'-0" I 12'-0" O � G -3— F3 Ky E I I EC -1 I 3'-0" I 3'-0" RA1,1 G-4 2❑ ENDWALL FRAMING: FRAME LINE 1 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. 3' -0" r 1 PSO 113P -7 F73 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Gauge PBR -TBD ISSUE DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR . a-lr,Al 1 t STAR BUILDING SYSTEMS P RobertsanCeco Company MEMBER TABLE FRAME LINE 1 MARK PART LENGTH EC -1 W8X 18 18'-7 5/8" DJ -1 8F35C14 14'-0" DJ -2 8F35C14 14'-0" DH -1 8F25C16 8'-0" G-1 8X25Z 16 V-1 1 1 /2" G-2 8X35C 14 to 16'—1 1 4 G-3 8X25216 2'-4 1/4 G-4 8X25Z 14 12'-1 1 4" JB -1 8F35C14 2'-4 3 8" JB -2 8F35C14 5'-4 3 8" 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s/ a/» N.T.S. 1 a 15—B-85965 E4 A CONNECTION PLATES FRAME LINE 1 ❑ ID MARK PART 1 SC -5 2 PC22-1 3 PC30 Jun 14, 2017 BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. WASHER NOT NEEDED ON CLIP SIDE. BOLT TABLE FRAME LINE 3 LOCATION Cor—Column Raf ER -1 /ER -2 EC-3/ER-2 32'-0" OUT—TO—OUT OF STEEL q C D q C D ,1 /4" 15-3 3/4 15-3 3/4 8 1;q�mo. 3 3 I 12 12 12 F1672 D 12 �n 0 I'-, F73 ENDWALL FRAMING: FRAME LINE 3 ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Gauge PBR —TBD 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. A AFTFR INICTAI I ATinm WIPE AI I PANFI C (`I FAVI OF KAFTAI QUAN TYPE DIA LENGTH 4 A325 1/2" 1 1/4' 8 A325 5/8" 2" 4 A325 5/8" 1 MEMBER TABLE FRAME LINE 3 BRACE TABLE LINE 3 17 ID PART MARK F136-1 PART LENGTH EC -2 W8X10 16T-5 1/2" EC -3 W8X10 19'-1 13 16" EC -4 W8X10 16'-5 1 2" ER -1 W8X10 15;-3 1 /4 R-2 W8X10 15-3 1/411 G-5 8X25Z13 141-3 5/8" G-6 8X25Z16 141-3 5/8 „ G-7 8X25Z14 14'-3 „ 5/8 CB -1 1/2" DIA. ROD 16'-8" CB -2 1/2 DIA. ROD 18;-7" CB -3 1/2" DIA. ROD 1 16 —10„ FLANGE FRAME BRACE TABLE LINE 3 17 ID PART LENGTH F136-1 L2X2X 1 /8 2'-5 1/2” D C r= o Z G'7 O C1l N -' I Drr O —I -0 cn Cn Cn(n�zO��S � FT -1 (Zn FTI cmc) CC) �1 :C7 c�—OmMn-Co � D:> o FTI -zorT O r C-) m C:)zGO n cn �zDD��'o-0O Z � Z O z m C"7 -�pr�ooc�z�z 5;: ;:a � � —I Frim =i Oz Com!) 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CD Lo 71-611 3'-0" Csl N kj Cn CTl cncn m rn CJ) -o \ I � r CTn N I N � m DC7 D r —a (/) C m p CS CZ) Cn0-"I \\ D m CD N W O O b-) �- O O o Cs1 00 W n' p- Cn-P7� r e'- CD CD C3) 00 O :P coNOI- n Ln C -n o Ln X x x x cn CD Q X x x r� CD `a =3 CD --_I N cc CW_,_P� Do zo CJS CTl cncn m rn -P -o \ O co O rl 0 x =3 x x La r CD D v W O r* r m rn cri ND CTn N I N � m DC7 D r —a (/) C m p CS CZ) Cn0-"I \\ D m CD N W O O b-) �- O O o Cs1 00 W n' p- Cn-P7� r e'- CD CD C3) 00 O :P coNOI- n Ln C -n o Ln X x x x cn CD Q X x x r� CD `a =3 CD --_I N cc CW_,_P� Do zo CJS CTl cncn X x x m rd \ -T, -P 0 x =3 x x La r CD CD v W Do N 3 Oo rn RA1 Rake An �--Steel Line i o -1/2" x 1 1/4" A325 Bolts i (Typ.) (U.N.) n iui uce As Required A7 SECTION THRU HOT ROLLED RAFTER AFTER T SIZE. RA1 Rake An r --Steel Line �1 1 o 1/2 x 1 1/4" A325 Bolts (Typ.) (U.N.) n ..ace As Required Al O ROOF PURLIN TO ENDWALL RIGID FRAME C6 1 /2"0 x 1 1 /4" A325 BOLTS CNIFl\A/A I I /-`IOT0 JV vv/ V vvubl iul 1j1 1L -L-1 11 vv vL_ii i vvv (2) per sheeting clip(typ) ENDWALL COLUMN TO WALL GIRT Purlin (2)1/2 x1 1/4' — A325 M. Bolts PurlinClip 2" 2» 3/16, Plate 3/16"- 3 Cold Formed Rafter Section A Anti—Roll 3/16" PI( Rafter n � of Rafter 3/16 3 Main Frame Rafter Section A ANT) PURLIN ANTI—ROLL CLIP �k PART APPLICATION ISL 8" Girt Depth SC -54 10„Girt Depth SC -55 12” Girt Depth FOR CONSTRUCTION PERMIT PNR PNR SNR 3/16 3 Main Frame Rafter Section A ANT) PURLIN ANTI—ROLL CLIP �k PART APPLICATION SC -5 8" Girt Depth SC -54 10„Girt Depth SC -55 12” Girt Depth Sheeting -J Clip 1/2 x 1 1/4" A325 Bolts (Typ.) (U.N.) Welded Clip Clip PC22 Fastner55 D 15) CORNER COLUMN TO WALL GIRT ISSUE DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR Ler w/ Shop led Connecti( Partition Column Under Frame )TE: EW CLIP MUST BE FREE TO MOVE WITH RAFTER DEFLECTION Endwall Column B 19) RIGID FRAME RAFTER TO ENDWALL COLUMN PART APPLICATION SC -5 8" Girt Depth SC -54 10" Girt Depth SC -55 12" Girt Depth C Welded Clip Welded Clip -----J -----------, I � Endwall Corner Column Girt i L---- ---------- Sheeting Sheeting Clip PC22 Clip �k Fastner #55 1/2 13 x 1 1/4 )) A325 Bolts (Typ.) (U.N.) D 17 STAR BUILDING SYSTEMS /][1 A Raber\sonCeco Company r � PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE 6/ 8/17 N.T.S. 1 ROTATED CORNER COLUMN TO WALL GIRTS 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: RAY KNAPP BUILDING ID A JOB NUMBER 15—B-85965 SHEET NUMBER I ISSUE DET1 A Jun 14, 2017 ENDWALL COLUMN BASE PLATE PLAN ELEVATION E3 BASE PLATE FOR ENDWALL COLUMN Flange Brace Clip Flange Brace RF Column > o� (As Required) Additional ' Flange Brace (As Required) o O O I I I O O o O Wall Girt i 1/2 ti x 1 1/4 11 A325 Bolts (Typ.) (U.N.) H Z ) WALL GIRT TO RIGID FRAME COLUMN (*) = Rerer 10 Hncnor Boit Plan F) -or Jamb E5 BASE PLATE FOR DOOR JAMB r A\/ r C— T M I I T N SHEET AN GLE � 4 EAVE STRUT TO CORNER COLUMN I I -I. D -11I A See Endwall Drawing For Bolt Dia. And Type. ter LIIUYYUII \rvlU111n End Plate Width � Section "A" F20) RAFTER SPLICE AT SURFACE CHANGE Eave Strut 1/2 if x 1 1/4" A325 Bolts (Typ.) (U.N.) J 2 Eave Strut Rigid Frame Column EAVE STRUT TO RIGID FRAME ISSUE DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR Rigid Frame Column o o Additional Flange Brace (As Required) , `r0 RF Rafter �d 1/2 )) x 1 1/4" A325 Bolts (Typ.) (U.N.) Roof Purlin � I I I I Flange Brace Flange Brace Clip G2 ) ROOF PURLIN TO INTERIOR FRAME RAFTER E--"- ` �- Eave Strut loe e C) I � • II �� II II 1/2 37 x 1 1/4" A325 Bolts (Typ.) (U.N.) Rigid Frame Column J24) EAVE STRUT TO RIGID FRAME A. STAR BUILDING SYSTEMS A Roee,«onceca Company PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE 6/ 8/17 N.T.S. 1 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: RAY KNAPP BUILDING ID A JOB NUMBER 15-B-85965 SHEET NUMBER I ISSUE DET2 A Rigid Frame Column Jun 14, 2017 i Door Jamb Wall Girt Door Header Door Jamb *Column — WF or Wall Girt ROD Cee — i i I __—__ ______ Bracing Pad •� (If Req'd) �, ��� �� i i Welded Clip O •� � � Hillside Washer Welded Clip i Door Jamb Wall Girt Welded Clip i Nut Opening * Similar connection Width o� for Rafter. -1/2" x 1 1/4" A325 Bolts 1/2 x 1 1/4" A325 Bolts � Door Jamb 1/2 x 1 1/4" A325 Bolts Insert Rod Through Slot in Web. Flat Washer (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) Then Assemble Hillside Washer, Flat Washer, and Nut. WALL GIRT TO DOOR JAMB 8 OOR JAMB TO WALL GIRT M3 OOR HEADER TO DOOR JAMB Q3 DIAGONAL ROD Wall (6) Stitch Screws 1/414 x 7/8 Rigid Frame Column Lap Tek Die Formed . Ridge Cap Downspout F52 F320 OR F313 Member Screws Stitch Screw 12-14x 1 1/4" -- at 5"-7"-5" O.C. Downspout Strap Wall Panel Fastener #17A or #397 F797 12-14 x 1-1/4" SD W/Washer 5"-7"-5" O.C. o _ (6) Per Panel (PBC Panel) e Fastener #14 E Concrete Fastener 1/4 0 Minimum a 3'-0 O.C. Maximum (Not by Metal Building Mfr.) • \ ,k 1-1/4" °. �°� � �• �� �� °•�� d �: Peak Purlins APBR a:e. a °. ° Roof Panel A .d Formed Base Trim F73 a.• 1 Tape Sealant 4" 1/2 (�k) =Refer To Anchor Bolt HW-506 Plan Downspout Strap Attachment Detail 4" x 5" Roll—Form R2 ANCHOR BOLTS AT SIDEWALL COLUMNS"PBR" F73 Formed Base Wthout Trim i Panel Recess ROOF FIXED RIDGE DETAIL TRIM-39 Trim-80 TRIM-81 I ISSUE DATE DESCRIPTION BY CK'D DSN STAR BUILDING SYSTEMS 8600 SOUTH 1-35 SERVICE ROAD A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR OKLAHOMA CITY, OK 73149 A RobertsonCeco Company (800)-879-7828 Jun 14, 2017 PROJECT: RAY KNAPP ss©,�, CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT OWNER: RAY KNAPP i_ LOCATION: MAGALIA, CA 95954 C615 4 � CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE ATF 6/ 8/17 N.T.S. 1 A 15—B-85965 DET3 A Ofi CA1.1F��� 0 O Q ca_ En 0 3 O CV a � Q) CL N OL Cr N i Finished Floor F321 Gutter Field Splice C Q / V) 4" #14 o/ Downspout 1/8 x 3/16" F320 = 10-6Pop Rivet F313 = 14,-6„ O / Field Splice A field splice is required for eave heights greater than 16'-0". Cut a 10'-6" or 14'-6" length of downspout. Always measure the required length starting at the swaged end. After cutting to length, insert the swaged end of the cut downspout into the top of the lower downspout. Secure with pop rivets. 4" x 5" Roll Form Downspout TRIM -96 Field Notch top flanges (Note; Notch out hem leg at Northern gutters) I `Ll I / -T ViiuU 1 UI IJ of Tube Sealant Eave Gutter (Profile varies, Northern F1361 Shown) 10)Fastener #14 rrequired (11)Fastener #14 required at lap at lap Fastener #14 1/8"0 x 3/16" 2 O.C. Max. (For placement see details below) 2" O.C. max. max. Standard Northern F1308 F1361 Typical Spacing Eave Gutter End Lap _ 0 �tnn8nrd and Northern Gutter - PBR Roof TRIM -503 (F797, F81 FOR CONSTRUCTION PERMIT (Varies) F1829, F903) SNR W o Q 1/8 0 x 3/16 to Wall Panel Attachment (1) each side F797 (2) each side F81 p1 F903 F1829 J � i. O - N .� 0 m N (F797, F81 N N i Finished Floor F321 Gutter Field Splice C Q / V) 4" #14 o/ Downspout 1/8 x 3/16" F320 = 10-6Pop Rivet F313 = 14,-6„ O / Field Splice A field splice is required for eave heights greater than 16'-0". Cut a 10'-6" or 14'-6" length of downspout. Always measure the required length starting at the swaged end. After cutting to length, insert the swaged end of the cut downspout into the top of the lower downspout. Secure with pop rivets. 4" x 5" Roll Form Downspout TRIM -96 Field Notch top flanges (Note; Notch out hem leg at Northern gutters) I `Ll I / -T ViiuU 1 UI IJ of Tube Sealant Eave Gutter (Profile varies, Northern F1361 Shown) 10)Fastener #14 rrequired (11)Fastener #14 required at lap at lap Fastener #14 1/8"0 x 3/16" 2 O.C. Max. (For placement see details below) 2" O.C. max. max. Standard Northern F1308 F1361 Typical Spacing Eave Gutter End Lap Installation (\ngrndinn �tnn8nrd and Northern Gutter - PBR Roof TRIM -503 Back Gutter (Shape May Vary) T /1" Bend 1 Tab 3 C v c � .n c M ~ m View 0 2 Tab Bend Front DS Width N 1�070/ View Field Bevel Cut Top of Downspout Downspout DS Depth DownsDout To Gutter Attachment Detail Refer to the building erection drawings for the location and spacing of the downspouts. 2. Locate all downspouts over a major panel rib if possable. 3. Make a cardboard template of the downspout shape . Place the template on the bottom of the gutter and trace the outline. Remove the template and draw a line from corner to corner, forming an "X" pattern. 4. Drill a whole at the center of the "X". Using tin snips, cut along the lines of the X only. Do not cut along the outside lines of the downspout square. 5. Bend each triangular tab down toward the ground, 90 Degrees to the bottom of the gutter. 6. Position the top of the downspout under the gutter. Make sure all four gutter tabs are on the inside of the downspout. 7. Install Fastener #14 through the downspout into the gutter tab. Only the two sides and the front of the downspout will receive fasteners. Fastener #4. 1/4"-14 x 7/8" LL SD W/Washer at 1'-0 O.C. Tape Sealer HW506 - Rake Trim - Northern F1667 (shown) Northern Large F1755 See Below TRIM -98 Fastener #17A 12-14 x 1-1/4" SD W/Washer (1) Per Conn. At Each Purlin Roof Panel Fastener #17A or #397 12-14 x 1-1/4" SD W/Washer (6) Per Panel (PBC Panel) RA1 e Angle Outside Foam Rake Trim Rake Tr Closure up to Rake Slide Outside Foam 4:12 roof slope Trim F215 Closure up to Fastener 4A 4:12 roof slope 1/4"-14 x 7/8 Fastener #4A SD W/Washer 1/4"-14 x 7/8" Alternate at 1 -0 O.C. Standard SD W/Washer For roof runs At Every 4th High Rib For roof runs of at 1'-0 O.C. greater than 100' (PBC Panel Only) 100' or less At Every 4th High Rib (PBC Panel Only) Note: For some special conditions the outside rib of the finish panel may fall short of the rake trim. Use the rake extension trim for this condition. Field cut the rake trim and rake extension trim if required. Rake Detail — PBR Roof Cascading Northern and Northern Large Rake Trim — Sheeted Wall TRIM -544 Do F320 wnspout - Fastener #14- 1/8 it x 3/16" Pop Rivet (TYP•) N///X/1i,_.11 Kickout F321 Downspout Kickout 4" x 5" Roll—Form Downspout Strap F797 TRIM -123 ISSUE Wall Stitch Screw DESCRIPTION (1) per F797 BY (2) per F81, F903, F1829 Downspout Strap C-4Wall Panel (F797, F81 FOR CONSTRUCTION PERMIT (Varies) F1829, F903) SNR Fastener #14 Downspout 1/8 0 x 3/16 to Wall Panel Attachment (1) each side F797 (2) each side F81 Not Provided by Metal F903 F1829 Building Manufacturer A . • • • • • 4. 4 . •. • .• Ar • Downspout Strap N (F797, F81 Masonry F1829, F903) Fastener #14 1/8 IF 0 x 3/1 fi Masonry Wall Attachment (1) each side F797 (2) each side F81 Fastener #55 F903, F1829 12-24 x 1-1/419 DP5 Main Frame Column Downspout Strap N (F797, F81 � F1829, F903) Fastener #14 1/8"0 x 3/16" (1) each side F797 Column Attachment (2) each side F81 F903, F1829 Downspout Strap Attachment to Wall TRIM -511 ISSUE DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR A. STAR BUILDING SYSTEMS A eobe,t:anceco Company F1.1 PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT LOCATION: MAGALIA, CA 95954 Fastener #4A 1/4"-14 x 7/8" SD VWasher at 1 -8 O.C. Field remove bearing leg as required Corner Trim F830 nr F869 �v Panel Rib Note: Standard panel location for Start and End panels is Z panel rib at steel line. Refer to erection Drawings for panel location and Corner Trim piece mark. Outside Corner Trim - PBR Wall Panel 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: RAY KNAPP CAD IDATE I SCALE I PHASE BUILDING ID 6/ 8/17 N.T.S. 1 A JOB NUMBER 15—B-85965 SHEEP NUMBER ISSUE DET4 A TRIM -186 Jun 14, 2017 (3) Fastener #4 I 1/4"-14 x WOIX) (Rake to eak P I Rake Trim Pak Box Rake Trim O O Top Flange 0 0 0 o Top Bolts —See Rigid Frame i Drawings For Size i 1" Mi " Min. I O O Fastener #4 1/4",— 14 x 7 8 LL SD W Washer Web / / Intermediate Bolts Tape Sealer HW506 at 1 0 O.C. Roof Panel O OO (As Required) r,T See Rigid Frame Drawings For Size i '\-Rake Angle Peak Box (See Erection Dwgs Fastener #17A for Piece Marks) 12-14 x 1-1/4" SD W/Washer Fastener #4A u 1/4"-14 x 7/8" SD W/Washer Outside Panel Closure Bottom Flange at each panel rib up to 4:12 RS tr Piece Mark I Trim Profile Std �td q Northern Nor�hern Cascading_F1519 F1585 F1672 F1760 Classic F160 1F4153 F381 F1024 Contoured F2219 F2285 F2372 F2460 Si nature F916 F3853 F236 F1018 Formed Base Trim Typical Layout 5/8' 1" 1/4" Dia. Anchor (min.) at 36" O.C. not by Bldg TRIM -547 SHT. NO. PW02010_ DATE IREV. N SeD'101 00 Fin. Fir. u N o a Fastener #14A a 1/8" x 3/8„ `ID Concrete (2) Required 1 7/8" F73 F73 Section "A" - Formed Base Trim Typical Outside Corner Application 0 0 Bottom Bolts — See Rigid Frame Drawings For Size O O Extension Beyond Flange Is Optional, At Top & Bottom. U2 BOLTS FOR RIGID FRAME RAFTER AT BUILDING PEAK Rod Brace Attachment at Flange 4"o A2 HEX NUT HSN500 FLAT WAS WFH500 BRACE CL CL280 J"O ROD BRACE WR08—__ (See Erection Drawings for required location) Align slot w Rod Bracinc PF04102 Dote Rev. Jan11410 1 -TER ^, Rod Bracing that falls within Girt Web, the Erector is to a minimum size slot for passage of the Rod. Top Flange � � Top Bolts — See Rigid Frame Drawings For Size O O Web Intermediate Bolts O O (As Required) See Rigid Frame Drawings For Size � o Bottom Bolts — See Rigid Frame Bottom Flange Drawings For Size O O u�OLTS FOR RIGID FRAME RAFTER Jl TO COLUMN CONNECTION ISSUE DATE DESCRIPTION A 6/ 8/17 FOR CONSTRUCTION PERMIT BY CK'D DSN � STAR BUILDING SYSTEMS 8600 SOUTH I-35 SERVICE ROAD PNR PNR SNR OKLAHOMA CITY, OK 73149 /7n A RobertsonCeco Company (800)-879-7828 PROJECT: RAY KNAPP CUSTOMER HEATH CONSTRUCTION &DEVELOPMENT OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER s/ a/n N.T.S. 1 a 15-13-85965 SHEEP NUMBER I ISSUE DETS A ed) -iop Welded Clip -lb/Sub Jamb Id Form Shown, Rolled Similar) Jun 14, 2017 ' 4ROr�SS/ON r C61574 CIVIL OF FOF CA0 I Flashing profile may vary dependent upon project order. Attachment as illustrated are applicable for all profiles. Peak Box Deta I I PBR Roof Formed Base Trim Details :I I i Out to out of concrete f I F73 F73 A F73 t o Building Slab �- A O Formed Base Trim x 20'-0" (Typical) +- o a F73, square cut at both ends „A„ FM 0 o i 0 i Edge of slab o r— o 1 F73 F73 Note: o Opening Field cope "A" Bottom le g Note:Use 1. of sheeting notch in At inside Concrete is not recommended. Corners I 2. Attachment of trim to Concrete is by others. i 3. Formed base trim is provided in F73 tidy>>J 20'-0" lengths (std.), field �,��`l. cut as req d. Out to out of Out to out of concrete Concrete Formed Base Trim Typical Layout 5/8' 1" 1/4" Dia. Anchor (min.) at 36" O.C. not by Bldg TRIM -547 SHT. NO. PW02010_ DATE IREV. N SeD'101 00 Fin. Fir. u N o a Fastener #14A a 1/8" x 3/8„ `ID Concrete (2) Required 1 7/8" F73 F73 Section "A" - Formed Base Trim Typical Outside Corner Application 0 0 Bottom Bolts — See Rigid Frame Drawings For Size O O Extension Beyond Flange Is Optional, At Top & Bottom. U2 BOLTS FOR RIGID FRAME RAFTER AT BUILDING PEAK Rod Brace Attachment at Flange 4"o A2 HEX NUT HSN500 FLAT WAS WFH500 BRACE CL CL280 J"O ROD BRACE WR08—__ (See Erection Drawings for required location) Align slot w Rod Bracinc PF04102 Dote Rev. Jan11410 1 -TER ^, Rod Bracing that falls within Girt Web, the Erector is to a minimum size slot for passage of the Rod. Top Flange � � Top Bolts — See Rigid Frame Drawings For Size O O Web Intermediate Bolts O O (As Required) See Rigid Frame Drawings For Size � o Bottom Bolts — See Rigid Frame Bottom Flange Drawings For Size O O u�OLTS FOR RIGID FRAME RAFTER Jl TO COLUMN CONNECTION ISSUE DATE DESCRIPTION A 6/ 8/17 FOR CONSTRUCTION PERMIT BY CK'D DSN � STAR BUILDING SYSTEMS 8600 SOUTH I-35 SERVICE ROAD PNR PNR SNR OKLAHOMA CITY, OK 73149 /7n A RobertsonCeco Company (800)-879-7828 PROJECT: RAY KNAPP CUSTOMER HEATH CONSTRUCTION &DEVELOPMENT OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER s/ a/n N.T.S. 1 a 15-13-85965 SHEEP NUMBER I ISSUE DETS A ed) -iop Welded Clip -lb/Sub Jamb Id Form Shown, Rolled Similar) Jun 14, 2017 ' 4ROr�SS/ON r C61574 CIVIL OF FOF CA0 Shi vUIUII n All Roof Members Except As Noted Below 12" 12" 12" 1 ? " 12 13 2" 12" 2 1/21, 1 7„ 5" 7" 5" 7" Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Pane Stitch Screw 1/4-14 x 7/8" At 20" 0.C. Tape Seal Detail "A" Member Screl^le 12-14 x 1 at 5", 7", 5 Two Continuous Layers 2 1/2 HW507 Tape Seal "PBR" Panel 12" "PBR" Panel Bearing Leg Stitch Screw 1 /4-14 x 7/8" Sheeting Direction SD, at 20" O.C. 12" "RVPBR" Panel 12" 12" 12" "PBA"/"AVP" Pane _PBA f Panel Sheeting Direction 12" Member Screw 12-14 x 1 1/4"SD 12" O.C. at Each Member Extended Leg AO = At Base, Rake, Eave, and Mid Span End Laps ©= At Intermediate Member, and at Optional Liner Panel Roof Panel TRIM -175 Standard Grade Description Fastener Number Application 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 17B Member Screw 12-14 x 2" 28 Member Screw Long Life Description P Fastener 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 "PBU" Panel "PBU" Panel Bearing Leg Stitch Screw 1/4-14 x 7/8" Sheeting Direction SD, at 20" O.C. 6�, 6„ 6» 6„ 6„ 6„ A 12" 12 12" B "RVPBU" Panel Fastener location for Panel At Wa Note: DATE Standard details call for 1 1/4 fasteners as member screws by default. PNR Member screws may be 1 1/4 . 1 1/2 or 2" depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 Fastener #397 12-14 x 1-1/4" SD W/Washer cc PBC Fastener Location At Panel Ends Fastener #397 „ 12-14 x 1-1/4 SD W/Washer r` PBC Fastener Location At intermediate Supports Fastener #4A- 1/4" -14 X 7/8" SD W/Washer At 1'-8" O.C. ISSUE DATE DESCRIPTION BY I CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR PBC Panel Sidelap PROJECT: RAY KNAPP TRIM -174 STAR BUILDING SYSTEMS A Roee«sonCeca Company CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE 6/ 8/17 N.T.S. 1 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: RAY KNAPP BUILDING ID A JOB NUMBER 15—B-85965 SHEET NUMBER I ISSUE DET6 A Jun 14, 2017 PBR Roof Panel - Northern Standard & Northern Large Low Eave Rake Corner with Eave Gutter - 1 4" Wall Panel Tape Sealer HW506 Mitered Rake Trim --\ Standard F1667L (Shown) F1667R (Opposite) Large F1 755L (Shown) F1 755R (Opposite) r'_I _I K _ 1 _I_ It Fastener #4 „ �-14x8 LL SD W/Washer Rake Trim to Roof Panel 1'-0 O.C. max. (Trim Color) I I,IJI�iI IGI �-1 T ll 0 x �3 „ 8 6 2" 0. C. m a X. ` (11) at Standard (18) at Large Field Notch lip —\ F1362R (Shown) F1362L (Opposite) e Large F1361 L F1409R (Shown) F1409L (Opposite) Gutter Steel Face of Line Panel or Trim Gutter Placement Mitered Eave Gutter Standard F1361 R (Shown) F1361 L (Opposite) Large Gutter Placement) F1408R (Shown) F1408L (Opposite) Page CPR04010 DatNov'16 R�06 Fastener #4 4-14 x $„ LL SD W/Washer 3" O.C. max. (6 req'd, Trim Color) Rake End Cap F2379L (Shown) F2379R (Opposite) I�! Field Cut flush with Face of Panel or Trim Fastener #14 $„ x �„ 2" O.C. max. (7) at Standard (12) at Large 1.) Apply Tube Sealant to End Cap bottom and side tabs. Install Cap at a field determined distance in from the end of the Gutter. Inspect after installing and seal any gaps with Tube Sealant. 2.) Attach Eave Gutter to Roof Panel locating end 14" past face of Panel or Trim. (See Gutter Placement) PNR jPNR 3.) Align edges of Eave Gutter and Rake Trim and attach Rake Trim as shown. Apply Tube Sealant along edges to seal. 4.) See Eave and Rake Construction Details included with Erection Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. Die -Formed Metal Eave Closure PBR Roof and Wall Panel Fastener #3 12-14 x 14" LL SD W/Washer at 5"-7"-5" O.C. Detail A Fastener #17A 12-14 x 14" SD W/Washer at 531-7»_5" O.C. Metal Eave Closure HW4062 Fastener #4A 4-14 x i" SD W/Washer (1) at each side lap RI Ea PBR Wall Panel DETAIL "A Eave Panel Side Lap ape Sealant HW507 {tend to point =yond Eave Strut Tube Sealant HW54— -; (Between Eave Closure and Roof Panel) Metal Eave Closure HW4062 Fastener #4A 4-14 x g" SD W/Washer (1) at each side lap See Sht-.= � � Layout Page GPR03010 Date Rev. Nov'141 03 Fastener #3 12-14 x 14" LL SD W/Washer at 5"-7"-5" O.C. PBR Roof Panel Eave Strut Fastener #17AJ 12-14 x 14" SD W/Washer at 5"-7"-5" O.C. PBR Wall Panel SECTION AT EAVE W/ METAL EAVE CLOSURE ISSUEJ DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR jPNR SNR PBR Panel - Northern and Northern Large Cascading Rake Trim - Sheeted Wall Fastener #4 1 14 x 8" LL SD W/Washer at 1'-0 O.C. Tape Sealer HW506 Rake Trim Northern F1667 (shown) Northern Large F1755 Rake Tr Fastener #4A 4-14 x 8" SD W/Washer at 1'-0 O.C. PROJECT: RAY KNAPP See Below Outside Foam Closure up to 4:12 roof slope (See GPR05005 or PW05015) Rake Slide Trim F215 Fastener #4A 4-14 x 8" SD W/Washer Page CPR05006 Date Nov'141 W/Washer \t Each Purlin Trim Outside Foam Closure up to 4:12 roof slope (See GPR05005 or PW05015) Standard of 1'-0 O.C. Alternate For roof runs of For roof runs 100' or less greater than 100' Note: For some special conditions the outside rib of the finish panel may fall short of the rake trim. Use the rake extension trim for this condition. Field cut the rake trim and rake extension trim if required. STAR BUILDING SYSTEMS 8600 SOUTH I-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 A RobertsonCeco Company ($00)-879-7828 CUSTOMER• HEATH CONSTRUCTION &DEVELOPMENT I OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s/ a/» N.T.S. 1 n 15—B-85965 DET7 A Jun 14, 2017 PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim PBR Wall Panel -Three Sided Framed Opening FPW07022 Field Notch Panel at Head Trim Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" (+1" Lap when req'd) 3" Opening Width i 0 0 ° Head Trim F481 See P W07030 Fastener #14A A" x J" Pop Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x 1 i" Pancake DP5 at 20" O.C. at Hot Rolled 0 " Bead of HW540 Tube Caulking from Header to Floor (see section) Jamb Trim F482 Jamb Trim F482 or Alternate F484 or Alternate F484 o See PW07029 0 Finish Floor Line Opening Width 3" See PW07023 & PW07027 Note: o For "Optional" Channel Closure Trim see PW07028 PBR Wall Panel -Three Sided Framed Opening PW07023 Trim Installation with Field Notch and Bend Tabs at Head Trim Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with a� and Bend Tabs at Head Trim as shown on PW07024 & PW07025. and adjust cut dimensions accordingly. insulation is applied to walls c 0 L 3 Head Trim F481 s 0 I J See PW07027 for Jamb Trim field cut detail a rn cu _ Fastener #14A All x i" Pop tf? aD p Rivet at 20" O.C. at Cold Form o + c •E 41 Fastener #207 12-24 x 1411 Pancake DP5 at 20" O.C. at 0 rn c i 0 Opening Width + 6" (+1" Lap when req'd) 3" Opening Width i 0 0 ° Head Trim F481 See P W07030 Fastener #14A A" x J" Pop Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x 1 i" Pancake DP5 at 20" O.C. at Hot Rolled 0 " Bead of HW540 Tube Caulking from Header to Floor (see section) Jamb Trim F482 Jamb Trim F482 or Alternate F484 or Alternate F484 o See PW07029 0 Finish Floor Line Opening Width 3" See PW07023 & PW07027 Note: o For "Optional" Channel Closure Trim see PW07028 PBR Wall Panel -Three Sided Framed Opening PW07023 Trim Installation with Field Notch and Bend Tabs at Head Trim Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" (+1" Lap when req'd) Head Trim F481 Front View End View 1" Lap with (2) Fasteners #14 A" x J" Pop Rivet and HW540 Caulking Opening Width 3 Opening Width 3 ,� penr Field notch Panel i- I/ at Head Trim i 1" Lap with (2) Fasteners #14 All x o +J " Pop Rivet Typ at Head Trim F481 A -- Head & Jamb Trim = when required. Field See PW07027 notch as required. for Jamb Trim C o field cut detail a 0 Jamb Trim F482 or Alternate F484 0 Fastener #14A All x i" Pop Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x ill, Pancake DP5 at 20" O.C. at Hot Rolled Note: All trim is to be Installation Note: Field measure Opening Width Field Notch Panel as shown Note: All trim is to be installed BEFORE blanket Field Notch and Height before making field cuts at Head Trim as shown on installed BEFORE blanket insulation is applied to walls. and adjust cut dimensions accordingly. insulation is applied to walls STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) Caulk with HW540 at these edges after installation Note: Panel position is shown with Panel Rib and Opening on 1'-0 module. Location of Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. PBR Wall Panel -Three Sided Framed Opening PW07024 Field Notch and Bend Tabs at Head Trim Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07C OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" (+1" Lap when req'd) Field Cut and Remove Opening Width + 3" 1 " Openina Width ;• I o 0 0 Head Trim F481 See PW07030 -0 Fastener #14A A" x g" Pop Rivet at 20" O.C. at Cold Form 0-1 C OR 3 Fastener #207 12-24 x 1411 Pancake DP5 at 20" O.C. at a Hot Rolled J i—+ t v }-= 4" Bead of HW540 Tube Caulking--,--" `J rn from Header to Floor (see section) LO ° 0) ± 0 Jamb Trim F482 Jamb Trim F482 o, or Alternate F484 or Alternate F484 rn C C 0 See P W07029 Finish Floor Line Opening Width PW07025 �: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07( OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. *Field Cut See PW07025 Remainder and 011 & PW07027 Remove 0 0 Openinq Width + 6" (+1" Lap when req'd) *Opening Width + 3" trim is to be 1" *Opening Width Note: Field Head Trim F481 installed BEFORE blanket 6/ 8/17 FOR CONSTRUCTION PERMIT and Height before making field cuts insulation is applied to walls. Fastener #14 J" x J" Pop Rivet and adjust *Note: Field measure Opening Width and cut Head Trim to required length. Field Notch and Bend Front View 11" Tab behind Jamb 1" Lap with (2) Fasteners End View See End Cut Detail 14 " x o Trim. Attach with # " P � � p Rivet Fastener #14 » x >. and HW540 Caulking Pop Rivet. See 1� Opening Width PW07025 for details. Do not cut or Note: All trim is to be ° remove back leg installed BEFORE blanket insulation is applied to walls „ Bend 1f Tab 1 down 90 degrees Field Cut and Remove 0 17 1" Lap with (2) Fasteners #14 g" x " Pop Rivet Typ at Head & Jamb Trim when required. Field notch as required. 0 Note: For "Optional" Channel Closure Trim see PW07028 0 Note: All trim is to be DESCRIPTION Note: Field measure Opening Width installed BEFORE blanket 6/ 8/17 FOR CONSTRUCTION PERMIT and Height before making field cuts insulation is applied to walls. Fastener #14 J" x J" Pop Rivet and adjust cut dimensions accordingly. ISSUE DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT behind Jamb Trim. Attach with PNR PNR SNR Note: Panel position is shown with Panel Rib and Opening on 1'-0 module. Location of Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. End Cut Detail (Viewed from top of Head Trim) Opening Width 1 Field Notch and Bend 11" Tab behind Jamb Trim. Attach with Fastener #14 J" x J" Pop Rivet 0 0 0 Head Trim F481 s See PW07027 for Jamb Trim field cut detail rn Jamb Trim F482 or Alternate F484 S Fastener #14A All x i" Pop aD p Rivet at 20" O.C. at Cold Form o OR Fastener #207 12-24 x 1411 Pancake DP5 at 20" O.C. at Hot Rolled STAR BUILDING SYSTEMS T1 A RaberlsonCeca Company i PROJECT: RAY KNAPP 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT I OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER s/ s/» N.T.S. 1 a 15—B-85965 SHEEP NUMBER ISSUE DET8 A Field cut Panel Jun 14, 2017 , I PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details I• 4A„ 1 Alternate Jamb Trim F484 Top View 4-1 Side View at Head Trim i 4J" Jamb Trim F482 Top View 4J" a„ 31„ Field Cut and Remove 11 '1 Side View at Sill Trim Note: Field measure Opening Height before making field cuts and adjust cut dimensions accordingly. in PBR Wall Panel - Three Sided Framed Opening PW07027 "Optional" Channel Closure Trim Opening Width + 7" (+1" Lap when req'd) 3" Opening Width 131" M Cut and remove remainder of front fold (2) Fasteners #14 " x J" Pop Rivet at lap 1" Lap when required. Field cut and notch as required. Finish Floor Line Jamb Trim F482 and Alternate Jamb Trim F484 Front View Right Jamb Trim as shown Left Jamb Trim opposite hand 0 0 O o ° Channel Closure Trim See PW07030 W Fastener #14A A" x J" Pop Rivet at 20" O.C. at Cold Form ° a OR J Fastener #207 12-24 x 1i" + CnPancake DP5 at 20" O.C. at _ Z Hot Rolled a, + Channel Closure Trim 4-1 0- o, ° Channel Closure Trim ° CP Dc See CL PW07029 0 Finish Floor Line o ° 1" Field bend tab down 90 degrees 21" Field cut and remove I--- -- Channel Closure Trim 34" Field cut and remove Channel Closure Trim at Jambs W End Cut Detail AMED OPENING DETAILS (PBR WALL PANEL) CONT. PW07028 1" Lap typ at Head & Jamb when required. Field cut to length if req'd and notch. Channel Closure Trim Piece Mark F981 — 8" member F2994 — 8J" member F2991 — 81" member F2992 — 81" member F982 — 10" member F2993 — 10i" member F169 — 12" member F2995 — 121" member Note: All trim is to be installed BEFORE blanket insulation is applied to walls. Note: Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening Jamb Trim Installation Fastener #14A 8" x 8" Pop Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x 141, Pancake DP5 at 20" O.C. at Hot Rolled Double Sided Tape (Not by Bld'g Mfg) Blanket Insulation i PBR Wall Panel J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required Jamb Trim F482 (shown) or Alternate Jamb Trim F484 ,---\ ---il Alternate Jamb Trim F484 Profile Note: All trim is to be installed BEFORE blanket insulation is applied to walls. ISSUE DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR i„ PBR Wall Panel -Three Sided Framed Opening PW07029 Head Trim Installation Jamb (Cold Form shown Hot Rolled similar) "Optional" Channel Closure Trim See PW07028 for details. J" Bead of HW540 Tube Caulking (Header to Floor) "", . . ........... Field Cut Wall Panel Opening Width Note: Panel position is shown with Panel Rib and Opening on 1'-0 module. Location of Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. PBR Wall Panel Wall Member Screw 12-14 x — at 5"-7"-5" O.C. at Cold Form OR 12-24 x — at 5"-7"-5" O.C. at Hot Rolled 4 4- -C C .Q C C C a C C ,,—Fastener #14A i" x i" Pop---, Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x 12" Pancake DP5 at 20" O.C. at Hot Rolled PW07030� "Optional" `-- Header Channel Closure Trim (Cold Form shown See PW0728 for details Hot Rolled similar) r -e* .L, C*1 i ane Q, STAR BUILDING SYSTEMS A eone«sonceco Company PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE 6/ 8/17 N.T.S. 1 Note: All trim is to be installed BEFORE blanket insulation is applied to walls 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 Jun 14, 2017 OWNER: RAY KNAPP BUILDING ID A JOB NUMBER 15-B-85965 SHEET NUMBER I ISSUE DET9 A PBR Wall Panel - Walk Door & Glass -Front Walk Door ""PWO9022 Trim Installation with Field Notch Panel at Head Trim DMay'14 Re01 Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 OR with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. L O Lo ° O 0 � Y 0 c 3 L o ° .� O v_ c 0 1 i? 0 o a 0 �n 3 5 Y o ►� IN 3 x "65 Door Width + 6�" (+ 1'-6 for each SideLite) 1 Door Width + 3J" (+ 1'-6 for each SideLite) 1J" See PW09023 & PWO9027 0 0 0 0 Head Trim F481 See PW09030 or PW09032 0 Fastener #14A x a" Pop Rivet at 20" O.C. ° J" Bead of HW54- Tube Caulking ° from Header to Floor (see section) Jamb Trim F482 Jamb Trim F482 ° or Optional F484 or Optional F484 ° See o PW09029 0 or PW09031 Finish Floor Line 0 0 1" Door Width (+ 1'-6 for each SideLite) 1" Door Width + 31" (+ 1'-6 for each SideLite) Note: All trim is to be Note: Field measure Door Width and installed BEFORE blanket Height before making field cuts and insulation is applied to walls. adjust cut dimensions accordingly. Page PBR Wall Panel - Knock Down Walk Door PWO9031 Jamb Trim Installation DMar'15 Re02 HW54- Urethane Tube Sealant 4"0 Bead Header to Floor RA1 Sheeting Angle j From base to 7'-6" girt Field notch at girt and base member, attach with (2) Fastener 12A 12-14 x 1" Pancake SD W/O Washer at each member Fastener #14A J"o x J" Pop .i Rivet SS at 1'-8" O.C. !' Double Sided Tape (Not by Bldg Mfg) Blanket Insulation -, PBR Wall Panel J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required Jamb Trim F482 (shown) or Optional Jamb Trim F484 Walk Door Jamb (Profile may vary) Field Cut Wall Panel Door Width , Door Width + 34" Optional Jamb Trim F484 Profile Note: Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. PBR Wall Panel - Walk Door & Glass- Front Walk Door Field Notch Panel at Head Trim PWO9023 Rev. ec'11 00 o e: Trim Installation can be done by Field Notch Panel as shown on PW09022 & PWO9023 OR with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. Door Width + 34" (+ 1'-6 for each SideLite) 1 Door Width (+ 1'-6 for each SideLite) 1" 0 Head Trim F481 See PWO9027 for Jamb Trim field cut detail Jamb Trim F482 or Optional F484 Tr_ Fastener #14A x" Pop Rivet at 20" O.C. Lo Panel Rit 1'-6 0 0 + 3j" 1" Y L 3 o ,1 t LO y 0° ;, v a� O Y 0 = 1'-6 for each 30:: L °o ° I remove back leg installed BEFORE blanket I p a 0 Y I ° o L o � 0 Itit r 0 1 � I i� I a I I r` 0 0 Door Width + 6�" (+ 1'-6 for each SideLite) 1 Door Width + 3J" (+ 1'-6 for each SideLite) 1J" See PW09023 & PWO9027 0 0 0 0 Head Trim F481 See PW09030 or PW09032 0 Fastener #14A x a" Pop Rivet at 20" O.C. ° J" Bead of HW54- Tube Caulking ° from Header to Floor (see section) Jamb Trim F482 Jamb Trim F482 ° or Optional F484 or Optional F484 ° See o PW09029 0 or PW09031 Finish Floor Line 0 0 1" Door Width (+ 1'-6 for each SideLite) 1" Door Width + 31" (+ 1'-6 for each SideLite) Note: All trim is to be Note: Field measure Door Width and installed BEFORE blanket Height before making field cuts and insulation is applied to walls. adjust cut dimensions accordingly. Page PBR Wall Panel - Knock Down Walk Door PWO9031 Jamb Trim Installation DMar'15 Re02 HW54- Urethane Tube Sealant 4"0 Bead Header to Floor RA1 Sheeting Angle j From base to 7'-6" girt Field notch at girt and base member, attach with (2) Fastener 12A 12-14 x 1" Pancake SD W/O Washer at each member Fastener #14A J"o x J" Pop .i Rivet SS at 1'-8" O.C. !' Double Sided Tape (Not by Bldg Mfg) Blanket Insulation -, PBR Wall Panel J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required Jamb Trim F482 (shown) or Optional Jamb Trim F484 Walk Door Jamb (Profile may vary) Field Cut Wall Panel Door Width , Door Width + 34" Optional Jamb Trim F484 Profile Note: Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. PBR Wall Panel - Walk Door & Glass- Front Walk Door Field Notch Panel at Head Trim PWO9023 Rev. ec'11 00 o e: Trim Installation can be done by Field Notch Panel as shown on PW09022 & PWO9023 OR with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. Door Width + 34" (+ 1'-6 for each SideLite) 1 Door Width (+ 1'-6 for each SideLite) 1" 0 Head Trim F481 See PWO9027 for Jamb Trim field cut detail Jamb Trim F482 or Optional F484 Tr_ Fastener #14A x" Pop Rivet at 20" O.C. Field notch Panel at Head Trim Caulk these edge after installation. No • Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. Page PBR Wall Panel - Knock Down Walk Door PWO9032 Head Trim Installation DMar'15 Rev. PBR Wall Panel Fastener #17A 12-14 x 14" SD W/Washer at 1'-0" O.C. Fastener #17A 12-14 x 14" SD W/Washer at 5"-7"-5" O.C. iry.r Lo Panel Rit 1'-6 Door Width + 3j" 1" (+ V-6 for each SideLite) 1 " o Door Width Bend 14" Tab a. L O o - (+ 1'-6 for each SideLite) 1 i" ° = remove back leg installed BEFORE blanket c 0 L #14 �" x 1" o Y v � L o � 0 Itit PW09025 for I ° Jamb 10 o o E o 3 0 0 ° r` Location of Rib may vary depending on ,� 0 0 � v and Remove measure before cutting Panel and Trim. 00 J"O Anchor End Cut Detail 0 ,•. �"3 Panel Rib (Viewed from top of Head Trim) 1" o — 3 0 Angle Clip 2"x4"x6" long Door Width + 34" L o L o (+ 1'-6 for each SideLite) 1 Door Width + 3" Field cut from RA1 (+ 1'-6 for each SideLite) x R M]hF M7d r x •yW Door Width (+ 1'-6 for each SideLite) 1" 0 -14 x 11" SD W/O Washer 0 N behind Jamb Trim. Attach with 0 LL_ 0 I • p Fastener 14 X Po Rivet y i� P ° o _ 0 Y 0 — 00 a- 0 3 3" Walk Door = x x rar -rr I) CV M N Door Frame e Note: All trim is to be installed BEFORE blanket 2" Glass—Front Front Door insulation is applied to walls. x Detail "B-1" from Jamb see AC05152 / AC05153 x 0 o (See AC05144) ISSUE DATE DESCRIPTION BY CK'D DSN STAR BUILDING SYSTEMS 8600 SOUTH 1-35 SERVICE ROAD A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR 0 OK 73149 Cut and remove A RobertsonCeco Company (800)-879-7828 PROJECT: RAY KNAPP o remainder of front fold oL CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT OWNER: RAY KNAPP Side View at Head Trim o r I LOCATION: MAGALIA, CA 95954 r7.r N 0 CAD DATE I 0 PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE — r` 6/ 8/17 N.T.S. 1 A 15—B-85965 r A I r Field cut Panel Field notch Panel at Head Trim Caulk these edge after installation. No • Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. Page PBR Wall Panel - Knock Down Walk Door PWO9032 Head Trim Installation DMar'15 Rev. PBR Wall Panel Fastener #17A 12-14 x 14" SD W/Washer at 1'-0" O.C. Fastener #17A 12-14 x 14" SD W/Washer at 5"-7"-5" O.C. iry.r STANDARD WALK DOOR (KNOCK DOWN) WITH PBR WALL PANELS Girt Fastener #14A "O x J" Pop Rivet SS at 1'-8" O.C. Head Trim F481 L Walk Door Header (Profile may vary) PBR Wall Panel - Walk Door & Glass -Front Walk Door Trim Installation with Field Notch and Bend Tabs at Head Trim PWO9024 Date Rev. Mav'141 01 z: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09( Q$ with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PW09025. O °O 0 � Y 0 L 0 °o ti c 0 1 v, 0 0 u - o a 0 1 12 i� N 1 3 0 x �a Lo (+ 1'-6 for each L °o 1" L o, o Y L 3 O Bend 14" Tab a. L O o Head a� 0 Y O o 3 ° = remove back leg installed BEFORE blanket Y #14 �" x 1" o Y v � L O PW09025 for I ° Jamb 10 o o E o 3 o ° r` Location of Rib may vary depending on ,� 0 0 0 STANDARD WALK DOOR (KNOCK DOWN) WITH PBR WALL PANELS Girt Fastener #14A "O x J" Pop Rivet SS at 1'-8" O.C. Head Trim F481 L Walk Door Header (Profile may vary) PBR Wall Panel - Walk Door & Glass -Front Walk Door Trim Installation with Field Notch and Bend Tabs at Head Trim PWO9024 Date Rev. Mav'141 01 z: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09( Q$ with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PW09025. O °O 0 � Y 0 L 0 °o ti c 0 1 v, 0 0 u - o a 0 1 12 i� N 1 3 0 x �a Door Width + 6J" (+ 1'-6 for each SideLite) 1J" Door Width + 31" (+ 1'-6 for each SideLite) 1J" See PW09025 & PWO9027 0 0 0 Head Trim F481 See PWO9030 or PWO9032 Fastener #14A x" Pop Rivet at 20" O.C. Bead of HW54- Tube Caulkin from Header to Floor (see section) Jamb Trim F482 Jamb Trim F482 ° or Optional F484 or Optional F484 See o PW09029 or PW09031 Finish Floor Line PBR Wall Panel - Walk Door & Glass -Front Walk Door Field Notch and Bend Tabs at Head Trim PW09025 ec'11 Re00 Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09( OR with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. Door Width Lo (+ 1'-6 for each O 0 1" Field Notch and d View Y L 3 O Bend 14" Tab a. L to O Head a� r Y O o 3 ° = L remove back leg installed BEFORE blanket I #14 �" x 1" o o N � v PW09025 for I ° Jamb 10 o o E o down 90 degrees Note: Panel position is shown with r ° r` Location of Rib may vary depending on Door Width + 6J" (+ 1'-6 for each SideLite) 1J" Door Width + 31" (+ 1'-6 for each SideLite) 1J" See PW09025 & PWO9027 0 0 0 Head Trim F481 See PWO9030 or PWO9032 Fastener #14A x" Pop Rivet at 20" O.C. Bead of HW54- Tube Caulkin from Header to Floor (see section) Jamb Trim F482 Jamb Trim F482 ° or Optional F484 or Optional F484 See o PW09029 or PW09031 Finish Floor Line PBR Wall Panel - Walk Door & Glass -Front Walk Door Field Notch and Bend Tabs at Head Trim PW09025 ec'11 Re00 Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09( OR with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. Door Width + 61" (+ 1'-6 for each SideLite) 1" Field Notch and d View Re00 Bend 14" Tab See End Cut Detail Detail "B" Used to brace Strike Door Frame "B") Door Width + 3" (+ 1'-6 for each SideLite) Front View If Girt has a 3r Flange Field Field Notch and d View Re00 Bend 14" Tab See End Cut Detail Detail "B" Used to brace Strike Door Frame "B") behind Jamb Head Trim F481 Trim. Attach Do not cut or Note: All trim is to be ° with Fastener remove back leg installed BEFORE blanket #14 �" x 1" insulation is applied to walls ° Detail "A" Note: Page PW09027 Jamb Trim Front View If Girt has a 3r Flange Field Field Notch and d View Re00 Bend 14" Tab See End Cut Detail Detail "B" Used to brace Strike Door Frame "B") behind Jamb 1�" Opening Width Trim. Attach Do not cut or Note: All trim is to be ° with Fastener remove back leg installed BEFORE blanket #14 �" x 1" insulation is applied to walls Pop Rivet. See � Field cut and bend. PW09025 for ,. Bend 1 �" Tab 1 r Jamb 10 o o E details. down 90 degrees Note: Panel position is shown with " Panel Rib and Door on 1'-0 module. ° Top View Location of Rib may vary depending on ,� Field Cut the Door Width and location. Field 0 4J„ and Remove measure before cutting Panel and Trim. 00 J"O Anchor End Cut Detail 0 ,•. �"3 Panel Rib (Viewed from top of Head Trim) 1" ° Angle Clip 2"x4"x6" long Door Width + 34" L o L o (+ 1'-6 for each SideLite) 1 Door Width + 3" Field cut from RA1 (+ 1'-6 for each SideLite) Finish Floor Line Steel Line N o Door Width (+ 1'-6 for each SideLite) 1" 0 -14 x 11" SD W/O Washer c and Bend 11j" Tab 0 FieldNotchL L N behind Jamb Trim. Attach with 0 LL_ 0 I • p Fastener 14 X Po Rivet y i� P ° o _ 0 Y 0 — a- 0 3 3" Walk Door = x x rar -rr 0 0 O O ro- Head Trim F481 I 0 Y 1" Door Width + 1'-6 for each SideLite 1 See PWO9027 for Jamb 00 3 ( ) o Trim field cut detail ,. Door Width + 3 " for each SideLite o o °tit Doo (+ 1 6 ) Jamb Trim F482 I 3 or Optional F484 I r w oN I v Note: All trim is to beNote: Field measure Door Width and r o installed BEFORE blanket Height before making field cuts and Fastener #14A V x "� Field cut Panel insulation is applied to walls. adjust cut dimensions accordingly. Pop Rivet at 20" O.C. I I r Page Page Knock Knock Down Door With Jamb Extensions AC05144 k Down Walk Door AC05145 With Low Girts With Welded Clip Jambs Date Oct 16 IReOv3 With Welded Clip Jamb DMar'15 Rev. 01 SL Jamb Extension SL a (2) J"o Bolts Girt (See AC05138) "' SL Girt D "A" D "B" See Note (See AC05145) (See AC05145) Girt at 7'-6" Jamb Extension Low Girt i r, Jamb Door Frame Jamb •� x Jamb Fastener J12A Extension 12-14 x 1" Jamb Pancake SD Door Frame W/0 Washer �� �� Door Frame Jamb (10 Req d) Section A Header (See AC05144) Section "B" D Detail "B" Without Girt Jamb Extension Isometric See AC05144 "C" Detail "B-1" With Girt Walk Door Clip (WDC8,WDC10,WDC12) (See AC05145)(See AC05145) HW9582 for Br Door Frames (4) Fastener #12A HW9876 for 10" Door Frames 12-14 x 1" SD Pancake Low Girt Jamb Door — — HW9877 for 12j" Door Frames Strike W/o Washer at each side Frame Walk Door Angle (WDA) Door Angle Clip 2"x4"x6" long Field cut Used to Brace Strike Side of Door Frame Field cut from RA1 Girt Jamb When low Girt at Elevation (9) Fastener #1 B 2'-6" thru 4'-6" is not Present, -14 x 1j" SD W/O Washer>> (See AC05145) N Q OF p Attachment to Concrete (� Jamb "D" h not by Metal Bldg. Mfr. Fastener #1 (2) 4"0 Bolts a 6 Section "C" -14 x 1j" SD W/O Washer (See AC05144) PBR Wall Panel - Walk Door & Glass -Front Walk Door Detail "A" Note: Page PW09027 Jamb Trim Field Cut Details If Girt has a 3r Flange Field Walk Door Angle WDA oDec'11 Re00 Framing Elevation Notch Jamb Extension Channel Detail "B" Used to brace Strike Door Frame "B") 4A" to Clear Girt lip. Do not Notch Girt lip. -XE is not present. Field cut and bend. Optional Jamb Trim F484 Jamb 10 o o E Jamb Trim F482 Walk Door Clip Note: When Flush/1" Inset Column (WDC8,WDC10,WDC12) from Jamb Top View {See AC05130) Jamb Top View ,� °o 0 4J„ 00 J"O Anchor 0 .. 0 ,•. �"3 �" Rods Angle Clip 2"x4"x6" long L o L o I Field cut from RA1 Finish Floor Line Steel Line N o ° Field Cut and Remove -14 x 11" SD W/O Washer N N Detail "A" • o _ 0 o v 3 0 — 8" Door Width 3" Walk Door I) CV M N Door Frame e Note: All trim is to be installed BEFORE blanket 2" Glass—Front Front Door insulation is applied to walls. x Detail "B-1" from Jamb see AC05152 / AC05153 x (See AC05144) ISSUE DATE DESCRIPTION BY CK'D DSN STAR BUILDING SYSTEMS 8600 SOUTH 1-35 SERVICE ROAD A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR OKLAHOMA CITY, OK 73149 Cut and remove A RobertsonCeco Company (800)-879-7828 PROJECT: RAY KNAPP remainder of front fold oL CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT OWNER: RAY KNAPP Side View at Head Trim o L Y o3 r o Y o O — L rw 1" I 0 0 v I- C� I r Finish Floor Line Side View of Sill Trim Jamb Trim F482 and Note: Field measure Door Height before Optional Jamb Trim F484 making field cuts and adjust cut dimensions Front View accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown Trim & at 11" below Finish Floor Line. Left Jamb Trim opposite hand 8 Door Width8" Detail "A" Note: If Girt has a 3r Flange Field Walk Door Angle WDA Framing Elevation Notch Jamb Extension Channel Detail "B" Used to brace Strike Door Frame "B") to Clear Girt lip. Do not Notch Girt lip. (See Ail when low girt at elevation 2'-6" thru 4'-6" is not present. Field cut and bend. Jamb 10 o o E Attach Door Jambs With rO Anchors Walk Door Clip Note: When Flush/1" Inset Column (WDC8,WDC10,WDC12) from Jamb Door Jamb o {See AC05130) Jamb (4) Fastener #12A is less than 3'-6" see AC05154 ,� 12-14 x 1" SD Pancake 00 J"O Anchor W/0 Washer at each side _ r7 Cn Rods Angle Clip 2"x4"x6" long 'N I Field cut from RA1 Finish Floor Line Steel Line N s� 3 (9) Fastener #18 -14 x 11" SD W/O Washer Detail "A" • Jamb to Finished Floor Jamb 8" Door Width 8" Strike Low Girt Section "D" Door Frame e Note: All trim is to be installed BEFORE blanket Note: When Flush/1" Inset Column is 2'-4" or less insulation is applied to walls. Detail "B-1" from Jamb see AC05152 / AC05153 (See AC05144) ISSUE DATE DESCRIPTION BY CK'D DSN STAR BUILDING SYSTEMS 8600 SOUTH 1-35 SERVICE ROAD A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR OKLAHOMA CITY, OK 73149 A RobertsonCeco Company (800)-879-7828 PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION & DEVELOPMENT OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 6/ 8/17 N.T.S. 1 A 15—B-85965 DET10 A Jun 14, 2017 Horizontal Slide Window Baseline Fixed Window (FW2056, FW2060, FW3040, FW4040) •.I Installation Notes: F11 Single Hung Window c .. Fixed Window (FW1070, FW2070) Window jamb fins are designed for installation at major panel ribs only. Typically windows are located between the 7'-6" girt and the baseline of the applicable wall. Windows are typically packaged with two PBR Jamb Fins E91 that are not installed on the window unit. Prior to window installation install the jamb fins into the extruded i grooves on each side of the window by sliding the fin in from the bottom of the window. The jamb fin should end flush with the top of the window head fin. As the wall panels are installed, locate the jamb stiffeners at the wall panel major ribs at the desired window locations. Attach the jamb stiffeners to the girt and base members with Fastener #12A, see Jamb Stiffener/Window Isometric. Locate and mark window opening from the outside of the building, see Panel Cutout table for cutout width and height. Make sure the panel cutout height is correct and the panels are cut square. Push the window up until the window head contacts the upper wall panels. Make sure the window is square and level. Attach window unit with jamb fins installed to the jamb stiffeners with Fastener #12A at each corner. Apply Urethane ,. Tube Sealant HW54_ to both jamb fins, see Jamb Stiffener/Window Isometric. Apply Urethane Tube Sealant HW54— to both sides of the inside panel closure and insert the closures between the wall panel and insulation at the window head and sill, See Section B. Attach window head and sill to wall panels with #17A Fasteners at a 5", 7", 5" O.C., see Fastener Spacing at Window Head and Sill. Note: Fasteners are installed from the I inside of the building at the window sill. Attach wall panels to window jamb fins/jamb stiffeners with Fastener #17A at 1'-0" O.C., see Section A. Apply Urethane Tube Sealant HW54— along both sides between the window jambs and ' the wall panel to close any gaps. From the outside apply a continuous bead around the outside of the panel profile at the panel base, see Section B. Install Snap—On Trim E86 at each jamb. f Vinyl Insulation Retainer Notes: The optional Vinyl Insulation Retainer V03 can be installed before or after the window is installed. Install the retainer into the groove on the four interior sides, see Sections A and B. Notch back the tongue of the retainer at least 1i" on both ends i of either the horizontal or vertical retainers, this will allow the retainers to overlap at the four corners. Panel Cutout Horizontal Slide Window ID Cutout Width Cutout Height HS2016 1'-10" 1'-61' HS3020 2'-10" 2'-01" HS3030 2'-10" 3'-0�" HS3040 2'-10" 4'-0j" HS4030 3'-10" 3'-01 HS4040 3'-10" 4'-01" HS5030 4'-10" 3'-01" HS6020 5'-10" 2'-0J" HS6030 5'-10" 3'-01" HS6040 5'-10" 4'-01" Single Hung Window ID Cutout Width Cutout Height H3030 2'-10" 3'-0j" H3040 2'-10" 4'-01" H3050 2'-10" 5'-01" Panel Cutout Fixed Window ID Cutout Width Cutout Height FW1070 0'-10" 7'-04" (*) FW2056 1'-10" 5-61" FW2060 V-10" 6'-04" FW2070 1'-10" 7'-01" (*) FW3040 2'-10" 4'-01" FW4040 3'-10" 4'-0j" (*) Dimension is from baseline 7 PBR Jamb Fin E91 (2) per Window Snap—On Trim E86 (2) per Window *Vinyl Insulation Retainer V03 *Vinyl Insulation Retainer V03 is optional and is not provided unless specified on the order documents PNR Details shown are for horizontal slide windows. Single hung and fixed window installation details are similar. VA Urethane Tube I Window Jamb � Base Jamb Face to Face of Jamb Stiffener = Nominal Window Width — 8" *Vinyl Insulation7 711 6 16 Retainer V03 PBR Jamb Fin E91 Window Jamb Stiffener F164 Urethane Tube Sealant (Inside) HW54_ PBR Wall Panel --/ iket Insulation Fastener #17A—� (Outside) of Insulation From 12-14 �x 1, SD — irrier and Attach to W/Washer at 1'-0' O.C. a e I Cutout Width — Snap—On Trim E86 No In I Window Width — 2" lead fin .ace Tape 'Nominal Window Width Metal Bldg. Mfr.) Section A — Jamb PBR Panel Insulation Section at Window Head Non Thermal Window (C225) Installation Details Page AC08310 Horizontal Slide / Single Hung / Fixed Glass Date I Rev PBR Panel With Jamb Stiffeners Aug'151 00 ISSUE DATE DESCRIPTION BY CK'D DSN A 6/ 8/17 FOR CONSTRUCTION PERMIT PNR PNR SNR .,..S=tAR . r L Section B — Head Sill (Inside) (Outside) 2j14 7„ Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Fold Back Over and Attach to Window Jamb Stiffener F164 Window Jamb Stiffener F164 (Inside) I Double—Face Tape --'Ma (not by Metal Bldg. Mfr.) (Outside) Insulation Section at Window Jamb Window Sill Fin Double—Face Tape (not by Metal Bldg. Mfr.) Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Attach to Window Sill fin. Insulation Section at Window Sill Window Unit (Fixed Non—Thermal Glass Shown) Fastener #17C 12-14 x J" SD W/Washer at Each end PA4 1j" x 2�" 14 ga. Angle Baseline Urethane Tube Sealant HW54_ at Window Opening J 1 -1 ."o Masonry Anchor 41 d at Each end (not by 4 Metal Bldg. Mfr.) Field Trim Back leg as a Required to Clear Panel Notch Section C — Sill at Baseline 5„ I 7„ L 5„ a 7„ 421 Fastener Spacing PBR Wall Panel Field cut at Window Opening Head and Fastener #17A 12-14 x 1j" SD W/Washer is for Inside Panel Closure fasteners are installed from the inside at the window sill. HW455 With Urethane Tube Sealant HW54_ Each Side + Fastener #17A 12-14 x 1j" SD W/Washer -' at 5",7",5" O.C. p-) rethane Tube Sealant ' EHW 4_ Continuous Around = utside of Panel Base 0 Window Unit E (Horizontal Slide, Non—Insulated 0 Glass Shown) Z I c— Fastener #17p =12-14 x 1j" SD W/Washer at 5",7",5" O.0 Inside Panel ClosurE HW455 With UrethanE Tube Sealant HW54_ Each SidE n PBR Wall Panel Field cut at Window Opening Fastener #17/ 12-14 x 1j" SD W/Washes .,..S=tAR . r L Section B — Head Sill (Inside) (Outside) 2j14 7„ Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Fold Back Over and Attach to Window Jamb Stiffener F164 Window Jamb Stiffener F164 (Inside) I Double—Face Tape --'Ma (not by Metal Bldg. Mfr.) (Outside) Insulation Section at Window Jamb Window Sill Fin Double—Face Tape (not by Metal Bldg. Mfr.) Vinyl Blanket Insulation Strip 3" of Insulation From Vapor Barrier and Attach to Window Sill fin. Insulation Section at Window Sill Window Unit (Fixed Non—Thermal Glass Shown) Fastener #17C 12-14 x J" SD W/Washer at Each end PA4 1j" x 2�" 14 ga. Angle Baseline Urethane Tube Sealant HW54_ at Window Opening J 1 -1 ."o Masonry Anchor 41 d at Each end (not by 4 Metal Bldg. Mfr.) Field Trim Back leg as a Required to Clear Panel Notch Section C — Sill at Baseline 5„ I 7„ L 5„ a 7„ 421 Fastener Spacing at Head and Window Sill Note: Fastener location shown is for the window head, fasteners are installed from the inside at the window sill. STAR BUILDING SYSTEMS A eoce,isonce<o Company 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 PROJECT: RAY KNAPP CUSTOMER: HEATH CONSTRUCTION &DEVELOPMENT OWNER: RAY KNAPP LOCATION: MAGALIA, CA 95954 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 6/ 8/17 N.T.S. 1 n 15-13-85965 DET11 a Jun 14, 2017 0 I 00 T b r 50'-0" U I, 25'-0" 25-0" n 5'-d" CONC. LANDING AT EXIT DOOR 4"I � � � I CS 3 16 86 C8 81 4" X -BRACING \ 3'-0"x6'-8" PRIMARY L _J \ EXIT DOOR I �I r P23 \ ONE (1) EXIT DOOR L— J T P16 REQUIRED–MAY BE / P33 T RELOCATED PER OWNER OPTION 4 HAIRPIN-TYP. i 20 S1 CONTROL JOINT (C.N.) cc I O I O z TYPICAL CONCRETE SLAB: =I ° C I 4" CONC. SLAB WITH WI.4xW+.4/6x6 WELDED WIRE MESH IN CENTER (OR FIBERMESH) (OR #3 AT 18" O.C. EACH OWAY IN CENTER AT OWNER'S OPTION) OVER 4" C8 OCOMPACTED CRUSHED ROCK OVER NATIVE OR TESTED � COMPACTED FILL 20 U 4" CONTROL JOINT (C.N.) .11 CONTROL JOINT (C.N.) a 1 I\% S1 0 io CS r a 08 I P23 \ \yr-- � P16 1 T � % r — — X -BRACING 4" 4" 3 3 C8 S1 C8 S1 f � � 10 . t{ VERIFY ALL DIMENSIONS WITH MBM DRAWING PRIOR TO CONSTRUCTION! FOUNDATION / FLOOR PLAN P \—CONTINUOUS REINF. NEAR 'TOP-- SEE PLAN it : 4 25'-0" �, 25'-0" VERIFY WITH METAL BLDG. MANUF. RIGID FRAME COLUMN HAIRPIN --SEE PLAN —� q A. BOLTS AND PAD FOOTING ,,SEE PLAN „ ,-BLDG. LINE TOP REINFORCING REQUIRED ONLY AT CONC. PAD FOOTING IF SPECIFICALLY NOTED _z THICKENED EDGE BEYOND +l t0 I 4. l I' -.$.- z TYPICAL SLAB —I I �I III . ` b' p�..� . '', ' I—I I I I FINISH -- SEE FND. I I o .. °° i °p. a V I I I GRADE PLAN _I p a T • • C • a • I I U) flCONT. REINF. c� U 3" CLR FROM FOOTING BEYOND SEE FOUNDATION PLAN FOR TYP. 1/2", 5/8', OR it FOOTING SIZE AND REINF. 3/4" DIA. ANCHOR II BOLT PER MBM: jj 0) A "� f " SEE MBM FOR SLOPE 12 X r- 3 TYP. S1 0 T_ O N 0 i BUILDING PROJECT LATA DESCRIPTION: STORAGE BUILDING AREA: 32'x 50'= 1,600 SQ. FT. < 10,000 SQ. FT. O.K. BUT, SINCE 1,600 < 10,000, NO FIRE SPRINKLER SYSTEM IS REQUIRED BUILDING OCCUPANCY: U a SEE DETAIL 3/S1 z FOR TYPICAL DETAIL INFO. BEYOND Q TYPICAL SLAB -- 11 on SEE FOUNDATION '- PLAN CbNSTRUCTION TYPE: II -B \—CONTINUOUS REINF. NEAR 'TOP-- SEE PLAN it : 4 25'-0" �, 25'-0" VERIFY WITH METAL BLDG. MANUF. RIGID FRAME COLUMN HAIRPIN --SEE PLAN —� q A. BOLTS AND PAD FOOTING ,,SEE PLAN „ ,-BLDG. LINE TOP REINFORCING REQUIRED ONLY AT CONC. PAD FOOTING IF SPECIFICALLY NOTED _z THICKENED EDGE BEYOND +l t0 I 4. l I' -.$.- z TYPICAL SLAB —I I �I III . ` b' p�..� . '', ' I—I I I I FINISH -- SEE FND. I I o .. °° i °p. a V I I I GRADE PLAN _I p a T • • C • a • I I U) flCONT. REINF. c� U 3" CLR FROM FOOTING BEYOND SEE FOUNDATION PLAN FOR TYP. 1/2", 5/8', OR it FOOTING SIZE AND REINF. 3/4" DIA. ANCHOR II BOLT PER MBM: jj 0) A "� f " SEE MBM FOR SLOPE 12 X r- 3 TYP. S1 0 T_ O N 0 i BUILDING PROJECT LATA DESCRIPTION: STORAGE BUILDING AREA: 32'x 50'= 1,600 SQ. FT. < 10,000 SQ. FT. O.K. BUT, SINCE 1,600 < 10,000, NO FIRE SPRINKLER SYSTEM IS REQUIRED BUILDING OCCUPANCY: U a 9. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH METAL BUILDING MANUFACTURER PRIOR --I PERMIT #-- 1 c:5'9 3 TO STARTING WORK. NOTIFY ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. C,) BUTTE COUNTY DEVELOPMENT SERVICES IT IS THE INTENT OF THESE DRAWINGS THAT PAD FOOTINGS ARE TO BE CENTERED BELOW REVIEWED FOR THE STEEL BASE PLATES OF ALL COLUMNS IN THE METAL BUILDING. CODE COMPLIANCE 0 /10. ADDITIONAL REQUIREMENTS FOR METAL BUILDING MANUFACTURER: nnTE 2' I % BY� A. METAL BUILDING MANUFACTURER SHALL BE RESPONSIBLE FOR THE DESIGN AND FABRI- Li z �IRPIN-TYP. TYPICAL CORNER HAIRPINS --WHERE SHOWN OCCUPANCY LOAD FACTOR: 200 z FOOTING DETAIL ObCUPANCY LOAD: 1,6001200 = 8.0 < 30 SO ONE EXIT REQUIRED Q A ONE EXIT PROVIDED /r CbNSTRUCTION TYPE: II -B rn #4 HAIRPIN-TYP. FI';AE SEPARATION REQ'D: NONE s 1 4 TSA/�� DEFERRED SUBMITTALS: ELECTRICAL DRAWINGS DESIGN BUILD (AS REQ. BY BLDG. DEPT.) U) MECHANICAL DRAWINGS DESIGN BUILD (AS REQ. BY BLDG. DEPT.) W O TYPICAL SIDE HAIRPINS D C8 8" WIDE x V-10" THICK CONTINUOUS CONCRETE FOOTING WITHIN CENTER FIRE SPRINKLER DRAWINGS (NOT REQUIRED) P7 0 WITH NO REINFORCEMENT REQUIRED W P16 WITH NO REINFORCEMENT REQUIRED NOTES 2'-3" SQUARE x T-0" DEEP CONCRETE PAD FOOTING Q P23 WITH (2)-#4 EACH WAY AT BOTTOM 3'-3" SQUARE x V-6" DEEP CONCRETE PAD FOOTING 0 P33 1/4"= V-0" WITH (3)-#4 EACH WAY AT BOTTOM 1. ALL WORK SHALL CONFORM TO THE CALIFORNIA BUILDING CODE, CURRENT EDITION, AND THE LATEST 7 FOOTING SCHEDULE METAL ROOF PANELS BY METAL EDITION OF THE ACI STANDARDS. Y ROOF PURLINS BY MBM 2. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH ft) OF 3,000 PSI IN 28 DAYS. 12 — nX Q SEE MBM DWGS. FIBERMESH SHALL BE AS MANUFACTURED BY THE FIBERMESH MANUFACTURER AND USE IN _ EAVE HEIGHT ACCORDANCE WITH ICC REPORT NO. ESR -1165. DESIGN BASED ON 2,500 PSI SO NO SPECIAL RD INSPECTION REQUIRED. 3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A-615, GRADE 40. FABRICATING DETAILS SHALL CONFORM TO THE ACI STANDARDS AND THE CBC. FIELD WELDING OF REINFORCING STEEL WILL NOT BE ALLOWED. 4. ALL CONCRETE SHALL HAVE A STEEL TROWEL FINISH WITH A CURE SEAL HARDENING COMPOUND APPLIED IMMEDIATELY AFTER THE FINISH OPERATION IS COMPLETE. 5, THE UPPER SUBGRADE BELOW FILL AND ALL FILL SHALL HAVE 90% RELATIVE COMPACTION PER ASTM D-1557 TEST METHOD, U.N.O. 6. ALL ANCHOR BOLTS SHALL BE ASTM A-307 OR A-36 THREADED RODS. 7. ALL EMBEDDED ITEMS SHALL BE SECURE AND IN PLACE PRIOR TO POURING CONCRETE. 8. STRUCTURAL STEEL SHALL CONFORM TO ASTM A-36 MINIMUM, UNLESS NOTED OTHERWISE. ALL WELDING SHALL BE WITH E70 ELECTRODES BY THE MANUAL SHIELDING ARC METHOD. . . ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS. WELDING TECHNIQUE AND WORKMANSHIP SHALL CONFORM TO THE STRUCTURAL WELDING CODE OF THE AMERICAN WELDING SOCIETY. W 9. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH METAL BUILDING MANUFACTURER PRIOR --I PERMIT #-- 1 c:5'9 3 TO STARTING WORK. NOTIFY ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. C,) BUTTE COUNTY DEVELOPMENT SERVICES IT IS THE INTENT OF THESE DRAWINGS THAT PAD FOOTINGS ARE TO BE CENTERED BELOW REVIEWED FOR THE STEEL BASE PLATES OF ALL COLUMNS IN THE METAL BUILDING. CODE COMPLIANCE 0 /10. ADDITIONAL REQUIREMENTS FOR METAL BUILDING MANUFACTURER: nnTE 2' I % BY� A. METAL BUILDING MANUFACTURER SHALL BE RESPONSIBLE FOR THE DESIGN AND FABRI- Li z �IRPIN-TYP. TYPICAL CORNER HAIRPINS --WHERE SHOWN SCALE: 3/4"= V-0" 1 o FOOTING DETAIL SC LE. 3/4 = 1 -0 _ A /r rn #4 HAIRPIN-TYP. s 1 4 TSA/�� O TYPICAL SIDE HAIRPINS C8 8" WIDE x V-10" THICK CONTINUOUS CONCRETE FOOTING WITHIN CENTER V-0" SQUARE x V-0" DEEP CONCRETE PAD FOOTING P7 0 WITH NO REINFORCEMENT REQUIRED 1'-6" SQUARE x 1'-0" DEEP CONCRETE PAD FOOTING P16 WITH NO REINFORCEMENT REQUIRED 2'-3" SQUARE x T-0" DEEP CONCRETE PAD FOOTING P23 WITH (2)-#4 EACH WAY AT BOTTOM 3'-3" SQUARE x V-6" DEEP CONCRETE PAD FOOTING SCALE: P33 1/4"= V-0" WITH (3)-#4 EACH WAY AT BOTTOM 7 FOOTING SCHEDULE METAL ROOF PANELS BY METAL BUILDING MANUFACTURER (MBM) ROOF PURLINS BY MBM 12 — nX SEE MBM DWGS. _ EAVE HEIGHT SCALE: 3/4"= V-0" 1 o FOOTING DETAIL SC LE. 3/4 = 1 -0 12 SECT{ON �– METAL GUTTER AND RIGID FRAME CLEAR COMPONENTS BY MEIM SPAN BY MBM SIDE WALL METAL PANELS BY MBM SIDE LL GIRTS BY MBM TYPICAL CONCRETE SLAB II ' - SEE FOUNDATION PLAN I}��' +0'-0" REF. T.O. SLAB 16 TYP. S1 CATION OF ALL COMPONENTS AND MATERIALS RELATED TO THE METAL BUILDING 0 SYSTEM NOT OTHERWISE DETAILED OR SPECIFIED ON THIS DRAWING. B. MEMBER SIZES, FORCES AND CONNECTION DETAILS COORDINATED WITH AND CONFORMING TO THESE DRAWINGS SHALL BE FURNISHED BY THE MANUFACTURER. THE SHOP DRAWINGS AND CALCULATIONS SHALL BE SUPERVISED AND SIGNED BY A CALIFORNIA REGISTERED PROFESSIONAL ENGINEER. U_ CD C. DESIGN LOADING SHALL BE BASED ON THE CALIFORNIA BUILDING CODE (CBC), CURRENT z EDITION. DESIGN SHALL TAKE INTO CONSIDERATION ALL CONCENTRATED LOADS (BEAMS, 0 PURLINS, ETC.) ADDITIONAL PURLINS SHALL BE PROVIDED AS REQUIRED TO CARRY WEIGHT J OF ANY MECHANICAL UNITS, IF APPLICABLE. m 11. CONTRACTOR SHALL SUBMIT CALCULATIONS FROM METAL BUILDING MANUFACTURER TO THIS OFFICE FOR APPROVAL PRIOR TO CONSTRUCTION. W 12. BUILDING SHALL BE 20'-0" MINIMUM FROM ALL PROPERTY LINES, U.N.O. 13. DESIGNATED EXIT DOORS SHALL: HAVE MAXIMUM 1 /2" THRESHOLD; HAVE LEVER HARDWARE LO (PANIC OR PUSH-PULL); HAVE MAXIMUM OPERATIONAL FORCE OF 8.5 LBS.; HAVE HARDWARE X OPENABLE FROM THE INSIDE WITHOUT KEY, SPECIAL KNOWLEDGE, OR EFFORT; AND HAVE SINGLE M EFFORT, NON -GRASP, HARDWARE CENTERED BETWEEN 30" AND 44" ABOVE THE FLOOR. 14. PROVIDE LIGHTING PER CBC SECTION 1205 AND VENTILATION PER CBC SECTION 1203. SEE DRAWINGS BY OTHERS. z 15. THIS ENGINEER SHALL BE CONSIDERED THE PROJECT ENGINEER FOR THE REFERENCED BUILDING Q IN CONFORMANCE TO CBC APPENDIX CHAPTER 1, SECTION 106.3.4. 16. SPECIAL INSPECTION MAY -'BS- REQUIRED PER CBC 1704.3.3 FOR HIGH STRENGTH BOLTING IF USED ON M.B.M. DRAWINGS (VERIFY). IF HIGH STRENGTH BOLTS ARE USED, INSPECTION OF HIGH STRENGTH WEATI• BOLT INSTALLATIONS SHALL BE MADE IN ACCORDANCE WITH DIVISION IV BY AN INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE BY THE ENFORCEMENT AGENCY. THE INSPECTOR SHALL CHECK THE MATERIALS, EQUIPMENT, DETAILS OF CONSTRUCTION AND INSTALLATION PROCEDURE. THE INSPECTOR SHALL FURNISH THIS STRUCTURAL ENGINEER AND THE ENFORCEMENT AGENCY WITH A REPORT THAT THE WORK HAS BEEN COMPLETED IN EVERY MATERIAL RESPECT IN COMPLIANCE WITH Q THE APPROVED PLANS AND SPECIFICATIONS. ALL HIGH STRENGTH BOLTS ARE A325 -N UNLESS SPECIFICALLY NOTED OTHERWISE ON M.B.M. DWGS. STRUCTURAL BOLTS SHALL BE TIGHTENED BY THE TURN -OF -THE -NUT METHOD IN ACCORDANCE WITH TL!EN TFf EDITION, AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 I CCOaVLO(" i BOLTS" PER SECTION 8D.1, A325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE TURN -OF -THE -NUT METHOD. 17. FOUNDATION DESIGN BASED ON ALLOWABLE BEARING OF 1,500 PSF PER CBC TABLE 1806.2. SEE DETAIL 20/S1 FOR ALTERNATE �� I CONDITION 12 GA. ANGLE W/ SIMPSON POWDER -ACTUATED l0 171 FASTENERS AT 48"0.0. PER 4° ICC REPORT NO.ESR-2138 THESE 3" EMBODI UN! TYPICAL SLAB __ ENGINEI E I SEE FOUNDATION NOT THEWl THE I PLAN WEATF W Q D r X X .X z \ e.. ,r .. DR, CONTINUOUS REINF. IN FINISH GRADE IDTH CENTER-- SEE PLAN a- 4 F SCALE: 3/4" = V-0" 3 SLAB EDGE DETAIL BO 1066-3611-1131 %1101'tiGn10'\tt LI FCA'I t MIt FILE (� '; r31 2Qt' DRAVi GAPPROVALS SCALI THIS DRAWING IS NOT FINAL AND IS NOT TO BE USED FOR CONSTRUCTION SHEE UNTIL STAMPED AND WET -SIGNED BY THE PROJECT ENGINEER. Construction contractor agrees that in accordance with generally accepted construction practices, construction contractor SCALE: NTS wilt be required o assume sole and complete responsibility for job site conditions during the course of construction of the project, including safety of all persons and property; that this requirement shall be made to appy continuousy and not be limited to normal working hours, and construction contractor further agrees to defend, indemnify and hold design professional harmless from any and all liability, real or alleged, in connection with the performance of work on this project, excepting liability arising from the sole negligence of design professional