Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
B16-0026 038-210-009
BUTTE COUNTY FIRE DEPARTMENT Access: An approved fire apparatus access road not less than 20 feet wide shall be provided for access within 150 feet of all portions of the building. Call 530-538-7888 to schedule a site visit prior to final to verify fire access layout and markings. Address: Ensure structure has appropriate building identification. Minimum 4" high and 0.5" stroke. Ensure the street address is posted at the street main entrance and on the main or first building encountered. Building Identification: Ensure that other buildings on site are identified with same standard as address. Buildings can be numbered, lettered or named, but must be same label as staff on site uses. Fire Extinguishers: Extinguishers must be mounted on a bracket or in a cabinet with the top not more than five feet above the floor. Base requirements are one 2A:10B:C (minimum rating) fire extinguisher is required with no more than 75 feet travel distance. Some areas may require high rated extinguishers with less maximum travel distance, depending on use. Extinguishers may be required to have a sign mounted above in order to be visible from a distance. Ordinary Hazard Occupancy (mercantile storage, dining areas, and display, warehouses, light manufacturing) Provide a minimum of (1) 2A:20B:C rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 3000 square feet and the travel distance to a fire extinguisher shall not exceed 75 feet from any point. *Per our meeting on 2/16/16 - Place one 2A:20B:C (minimum rating) fire extinguisher at each man -door of the structure. There may be additional fire extinguisher requirements on the infill permit. **As a note, fire hydrants should be located within 50' of the fire department connection (FDC) ACCEPTED BY BUTTE COUNTY BUILDING DIVISON AS A PART OF APPROVED PLAN. REVIEW AND APPROVAL IS GRANTED BY ANOTHER AGENCY OR DEPARTMENT FOR THIS ITEM. Comply with Butte County Fire Department & Cal -Fire Requirements prior to Building Division Final. Contact Butte County Fire for requirements & inspections. 530.538.7888 PERMIT NUMBER: B16-0026 APN: 038-210-009 V 7 z C M U u ❑ Cl ❑ D zmzC)0 0 cL A 0 o 'o O v n a m 3 > > f O O m H 7 7 y m = m C rr c O O m C O O C _Q t0 3 C y O o 7 L C = 7 Z g g m m o 3 er c cl 7 a E; of Et m m N fn n-- CD m s � � 7 Li E m O � m a 7 p n v C SCD CD c m m < 3 O m 7 N M 0 O F S fo m n x 0 m Dz n Rause Tonnage D a ACTUAL FACILITIESISERVICE PROVIDERS USED Inert Material (concrete, aspham = m a PlantlTree Debris OcmQ Dry Wall Metal flMEO3 Cardboard Other: Other: rn < ren n ° (� Z D D O n Q o O 3 s✓ �w C _n n z C T Z C a r 2L. 4 t7 t< Q � CU A C X C m Z m m X n 0 n n S X0 ro cc D n D O r' D _i 2: M � tD I CL Sv r cD G) D r U O Z N -� 7 B j 3 W 3 3 0 Q CD � D D A D n C D •' S < O r < O D 0 / 1 "7 V N r) ' V BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES—BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: 0348- W 0 - 00,1-,0 Building Permit# C>Z6 Owner Name: Owner Phone: Jobsite Address: Jobsite Contact: Company: Project Type: D Construction ❑ Demolition matl to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: f 1 MATERIAL Rause Tonnage Recyele Disposal Tonnage Tonnage ACTUAL FACILITIESISERVICE PROVIDERS USED Inert Material (concrete, aspham Lumber PlantlTree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Attach copies of weight receipts, gate tags, or other verifying information for all materials Percent recycled/reused % that were reused, recycled, or disposed. Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): 6uTrf• Circle which Date: Final Report returned with comments: (Initial) Date: .cDUNty. Final Report approved: (Building Inspector) Date: K:\BUILDING\2011V1ppfoved forms\Res Green Bldg. forms\Waste Diversion -Recycling forms.doc Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www.buftecounty.net/dds www.buftegeneralplan.net ADMINISTRATION * BUILDING * PLANNING A/.( -oozy! MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during the rainy season (October 15 through April 15) and may be required at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:\BUILDING\201 RApproved forms\Res Green Bldg. forms\Erosion & Sediment Control Measures.doc F C1 e�F = S P .ry � EXHIBIT A DRAWING N 0000000000 000000000❑ 1100000an00 000 000000 1P h O Z 3 r 6 !Z Z h o .- 7 K:\BUILDING\201 RApproved fonns\Res Green Bldg. formsTrosion & Sediment Control Measures.doc 0000000000 000000000❑ 1100000an00 000 000000 1P Q O < Z 3 (O S h S 0 U1 N 0 N !n i;u CDT a n 0 N P Q 3 S P Z to a0 -f - 0 a cj P j N Q P N N p P '. Q CO N 3 3 n to P 7p = O O 3 N h O 3 n m h S O O S :s � 70 1A 70 N O 0 :E U 21 K:\BUILDING\201 RApproved fonns\Res Green Bldg. formsTrosion & Sediment Control Measures.doc Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530)538-2140 FAX SPECIAL INSPECTION NOTE For Building Permit # B_ ' kL— 002-6 Assessor's Parcel # C)38 Z1 O ©� 6 Structural Tests & Special Inspections — 2013 California Building Code Chapter 17: In addition to the inspections required by Division H, Section 110, the owner or the Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. "6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑� Structural Masonry High Strength Bolting � 2 Welding ❑ Bolts Installed in Concrete ' Other: S:o Name of Special Inspection Company: 1 of 1 ao'�4iEs R/CEE/ELOs sP 00,00i ! � � �, • / /`' it � , ! ! ' , /! , � i // i J ' _ , , Li / 1 ! � � �, • / /`' it � , ! ! ' , /! , � i // i J ' _ y�IDkANr 11�W EN 114r, //W /ND/CAiEs NEW DA(/E/iJENi �TSERVICES Q.1T - r zpI (-By C-1 .Shcd� N/U.'Ui W4ZOrOkCH/AA"19S /Yer,./CAl 1PENC///N, Wrl %EH !/NE T,PENCH/NC Flood Zone; �— F.I.R.M:ObOD 7�'����� ,P/CEE/ELDs See attached- Minimum erosion control and sediment controls for projects disturbing less than one acre Comply with Butte County Fire Department & Cal -Fire Requirements prior to Building Division Final. Contact Butte County Fire for requirements & inspections. 530.538.7888 a/m/fq Alnz ON Bit lVI�I�IOIIo ta'I�IfINIIz IM -P w "':7- v n w 7 O S =>33 0,353 o 0 0 (D0 0 o_tD w m� 3°.cL w 7-7 ci zr 3 3v �� 70 c o<o--'vowOaE-a o Q N 2 c -rt 5.O rt p, C C 9 0 i O O C- O O O N w 81000:—, 0 3 0- i a °- N 7 7 C o rt '0 0 w N a N W Q O D N'D a- 63 f N rtQ ? C fA 7 co'nN N a w G 3 O 3 n 3 o w`� ao co y3 , (n �_ 7 rp C 0 O° 0 a -0 S N N 0 O Cn s� 33 w o f° :1m .D. (D 0 Q.G .� 3 N 0 d �o.aw - o 0n C) o °5:017 aO o E av of 30ao a CA 06 0 ? rt N F SOD 01oom -{°o3`Dn3rn -3 3 0j0 7 rtID 8 3 C N w (D 2 7 'moi• ry J 3 0 w1O f 7 a 7. 7"a 7 S a ' C O 7 C S 3 0 7 i a w Q? (D 0 7 0 S a N O O w.Oj a�D O w 3 7 ao a,ao 0 1 7 O_ 0 a D w ID w. O 0 O p (D 1 0_ 5 9 30 o N°- wCL (D -w 7 0 0 O.`G O O, >. - 0 O 0 C O w C C 0wrtQ os33 m i Ort f 3, a, N a 5.0 0 p -3 =(D w o w,o w.7 N ° d° Ow Q Ort 7 7 N (D coC O '0 °O ° C a ° U3 3 y w rt 77 O w o 3� 0 O o m 0 7 M 1P 50'-0 OUT 8— 9— o- t7 -V M v m C Lob. � n €a# Jim 1 �! -t�ti'f7 en I Z to Cn 0 f.4. `D m CO n) 0 5 C/) n i M Z. -- 0 Q N C/) v O M CD 0 Z d• ~ J ISI O N T�T N CD pM 0 T� N M v Q I 160'-0 OUT OUT OF STE D.1 50'-0 i 60'-0 OUT/OUT OF STEEL BLDG. I I I • ' DG. 'A') r z rrI D © wRn na-- \ A ® O z ° metallic building company 0 0 'm o 0 3 o 1,43 o °o s ° -, 3 0 ° (D oOr�ZC70 o °- 9 Cb ° ° a n s 31 m o �. °ID =1c nWD , NOx ° 0 0 0 -v 0 w 3> x m o z N (n o ZmC)Dzv ZIP 77041 (713) 466-7768 ZIP 77240 71 W -I m z m m , e 'm S O p p A rTl N N Project Name &Location: fJ C0 m z m EWB C m c, v Customer: SPANGLER STEEL STRUCTURES N EWD N rn Na z o r. v m Z< Q -- o 7 7 n o n� w m 7, D n > n = m 2445 VIRGINIATOWN RD 936 NELSON RD. NELSON, CA 95958 w of m' 3. o o N. °. m m j v o N to a LINCOLN, CA 95648-9606 i w N m m N m o �. n 3: 3 o 0 w CO N N J I' O O r LEE SPANGLER Drawing Status: Preliminary ❑ Constnictlon For Construction Permit O O O ° ° s o n X X X (fit For Z Ip U� 07 G) I I > (D n a o ° p o 0 0 A n 70 N N ❑ For Erector Installation m U) a v p O D 0 (nrn CM) Ov Z A (n v O z z z 81 � N z z N z (On C7 0 2 M 0 c r M lVI�I�IOIIo ta'I�IfINIIz IM -P w "':7- v n w 7 O S =>33 0,353 o 0 0 (D0 0 o_tD w m� 3°.cL w 7-7 ci zr 3 3v �� 70 c o<o--'vowOaE-a o Q N 2 c -rt 5.O rt p, C C 9 0 i O O C- O O O N w 81000:—, 0 3 0- i a °- N 7 7 C o rt '0 0 w N a N W Q O D N'D a- 63 f N rtQ ? C fA 7 co'nN N a w G 3 O 3 n 3 o w`� ao co y3 , (n �_ 7 rp C 0 O° 0 a -0 S N N 0 O Cn s� 33 w o f° :1m .D. (D 0 Q.G .� 3 N 0 d �o.aw - o 0n C) o °5:017 aO o E av of 30ao a CA 06 0 ? rt N F SOD 01oom -{°o3`Dn3rn -3 3 0j0 7 rtID 8 3 C N w (D 2 7 'moi• ry J 3 0 w1O f 7 a 7. 7"a 7 S a ' C O 7 C S 3 0 7 i a w Q? (D 0 7 0 S a N O O w.Oj a�D O w 3 7 ao a,ao 0 1 7 O_ 0 a D w ID w. O 0 O p (D 1 0_ 5 9 30 o N°- wCL (D -w 7 0 0 O.`G O O, >. - 0 O 0 C O w C C 0wrtQ os33 m i Ort f 3, a, N a 5.0 0 p -3 =(D w o w,o w.7 N ° d° Ow Q Ort 7 7 N (D coC O '0 °O ° C a ° U3 3 y w rt 77 O w o 3� 0 O o m 0 7 M 1P 50'-0 OUT 8— 9— o- t7 -V M v m C Lob. � n €a# Jim 1 �! -t�ti'f7 en I Z to Cn 0 f.4. `D m CO n) 0 5 C/) n i M Z. -- 0 Q N C/) v O M CD 0 Z d• ~ J ISI O N T�T N CD pM 0 T� N M v Q I 160'-0 OUT OUT OF STE D.1 50'-0 i 60'-0 OUT/OUT OF STEEL BLDG. I I I • ' DG. 'A') r 50'-0 -e Ci 0 z © o 4) \ A ® ° metallic building company 0 0 'm o 0 3 o 1,43 o °o s ° -, 3 0 ° (D ? Cb o °- 9 Cb ° ° a n s 31 m o �. °ID =1c o , 7301 FAIRNEW •HOUSTON, TEXAS • P.O. BOX 40338 ° 0 0 0 -v 0 w 3> Q j o ZIP 77041 (713) 466-7768 ZIP 77240 71 W <7 .°�com° m S n S- m 3 m , e 'm S Project Name &Location: o o 3= N o o s ,° m Customer: SPANGLER STEEL STRUCTURES JIM BIANCHI A o r. v m Z< Q -- o 7 7 n o n� w m 7, (n I > n = '� O 2445 VIRGINIATOWN RD 936 NELSON RD. NELSON, CA 95958 w of m' 3. o o N. °. m m j v o N to a LINCOLN, CA 95648-9606 i w N m m N m o �. n 3: 3 o 0 w 0 r LEE SPANGLER Drawing Status: Preliminary ❑ Constnictlon For Construction Permit ° ° s o (fit For > (D n a o ° N For Approval ❑ For Construction) ❑ For Erector Installation m U) a (NQt 50'-0 -e Ci 0 6 J) Date Description -0 1 w 0 0 I 0 c c 0 —9 —9 -2 By I Ck'd z C~ z \ A ® W ti 6 J) Date Description -0 1 w 0 0 I 0 c c 0 —9 —9 -2 By I Ck'd AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS t1 ANCHOR ROD SETTING TOLERANCES Bottom of Base Plate * 11/2" t13mm) Base of Steel *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES H0'-10 P6 Specified Column 1'-4 0 � Z 3„ 4„ Z W O U Centerline 0'-10 a 0 o � > 3" 4" f=iat") Steel Line 11/8" W (f3mm) I~ 11/4" e I � 0 -� - f1/8" I I (t3mrr tO NN — I IJ±3mm) E SLOPE o (Q — V ■ �' t1 ANCHOR ROD SETTING TOLERANCES Bottom of Base Plate * 11/2" t13mm) Base of Steel *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES H0'-10 P6 1'-2 5 a 1'-4 0 � Z 3„ 4„ Z W O U J w 8 a o � Z 3" 4" fou 0'-10 a 0 o � > 3" 4" f=iat") 0 8" D d 2, 3 00 n=°c°, W e e N e e I � 0 N"d i N I tO NN 4J3" I'' M TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV 100'-0 a C14 N 3" �w �z I = = M TYPICAL SECTION © J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 H 3„ Z _ _ M TYPICAL SECTION © J" O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 °U 3" 4" so WU 3 w t o N N � N Ww N'i,L—�� — = = M TYPICAL SECTION O J"O ANCHOR RODS RASE OF STEEL AT FLFV. 100'-0 g g 0 ,3 3„ 4„ 8o O 1'-2 5 a 1'-4 0 � Z 3„ 4„ Z W O U J w 8 a o � Z 3" 4" fou 0'-10 a 0 o � > 3" 4" f=iat") 0 8" D d 2, 3 00 B. L 2� 3 � z 0Q -tv W NV) O e e I � � o N"d i I tO NN r°aN °N q1 H E SLOPE o _S LOPEao V ■ �' o � U N� C� J LO U W 0'-111 WW _W V!z 5" 5" 3" z N7 3" ~Z _ _7 3" 9„ 21 3 34 fn Ll 9" 2J 3 3'} FRAME ' o z 0 V M M rn ° TYPICAL SECTION E J"O ANCHOR RODS OBASE TYPICAL SECTION O J"O ANCHOR RODS TYPICAL SECTION © J"O ANCHOR RODS TYPICAL SECTION O J"O ANCHOR RODS TYPICAL SECTION O J"O ANCHOR RODS TYPICAL SECTION O R"0 ANCHOR RODS TYPICAL SECTION O J"O ANCHOR RODS OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 N a r 0 3 D_ 0 0 2} 3 W z F�� TYPICAL SECTION © J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 2„ 3„ W WZ a 0-9 - t MM TYPICAL SECTION TYPICAL SECTION J"O ANCHOR RODS J"O ANCHOR RODS 9. -3- I 3" 4oU Fc,,E o O_ I a 0 i7 M 0 � o n N ro t N :3 0 n2-3„4„ 1%{ O U 9" �4LI i _" 2" W W�, W Z Z ':3 _ _ e V)7 _ _ e TYPICAL SECTION TYPICAL SECTION O J"O ANCHOR RODS J"O ANCHOR RODS aecF nF cTFF1 AT FI FV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 2" WI7 j Vim (-:� e—i' I TYPICAL SECTION J" O ANCHOR RODS OWNS 3" Wmiw R� En — = M TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 3" W TYPICAL SECTION J"O ANCHOR RODS 9" 3" 0 N ■ ry e 44" O w T 0 wFZ 6" aiUU 2" Wz _ M TYPICAL SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 2" � R� _ z a — e M TYPICAL SECTION J"O ANCHOR RODS a e N � e - - t �- N r'4 3" WW F- Z _ rt TYPICAL SECTION ® J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 w 0 O O s CC } I� 30� 6" o OS O U O e I � � o M ,0 xa mR a e N � e - - t �- N r'4 3" WW F- Z _ rt TYPICAL SECTION ® J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 w 0 O O s CC } � o ,0 xa mR C O V o o J l �� o V ■ �' o � U N� C� J LO U W ofLO 2000 ®a ' o z 0 V M M rn ° �rroiw -7� Z C C y � F O C N c a` E ¢ `` a U O O N El El arnW w rnZ<O o N LJX < OU WWw 3 J (L4ZJ U to N -J O Scale: NOT TO SCALE Drown by. EMH 12/8/15 Checked by EA 12/8/15 Project Engineer., LDG Job Number: 15-B-17124-1 Sheet Number: F2 of 6 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. DRMM15A ENMM11A No.CO50732 , 2015 3" Z TYPICAL SECTION J"O ANCHOR RODS 0'-10 3" 4" a N O a N C M O I � � S4 2-12-, O 6 Wrpzp f71�U 4 I I J 2" W lil �z - = M 0 2" 2 N, a M TYPICAL SECTION J"O ANCHOR RODS ao� 6w � z N O U O I � 0 a M a cV � a N 3" 4- 9" TYPICAL SECTION J"O ANCHOR RODS O BASE OF STEEL AT ELEV. 100'-0 J 3" CIL. CI 2 - = M TYPICAL SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 3" ww L_ _ M E::::::7 TYPICAL SECTION J" 0 ANCHC)R RODS 9» 3" d" L N � a N R M O_ I � 0 � 2" 2" 0 QFZ 6» N U I� I 2" �w Z = M TYPICAL SECTION O J" O ANCHOR RODS BASE OF STEEL A7 ELEV. 100'-0 BUTTE COUNTY BUILDING DIVISION APIP PiE" U ma 0 0 C O S The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. DRMM15A ENMM11A W. No. CO50732 E C � O gF o 0 O mF7 O U V o o a U O y ap ?U v �� VOU ® Li»� M z o 4Yp N �o -»C �faJ Pr) Ld a>Z C G d ' fig• U C-, t ❑ ❑ Ld W�rnW 'd V)< o w0a aqi E JSZF Q - U) Z�Uwww 3 J d4ZJ V N N J O Scale: NOT TO SCALE Drawn by. EMH 12/8/15 Checked by. EA 12/8/15 Project Engineer. LDG Job Number: 15—B-17124-1 Sheet Number. • F3 of 6 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. DRMM15A ENMM11A W. No. CO50732 E FRAME 1) 418 USER NAME:Idgonzolez DATE12/ 2/15 PAGE: 18-3 m$6 160./29./12.687 20./110 JOB NAME: 17124A FILE: a-f14-i6.fra UPPORT REACTIONS FOR EACH LOAD GROUP LOCATION: Gridline: 4 16 IOTE: All reactions are In kips and kip -ft. 71WE:10:45:07 2E1r`TN111hWAT"WS HL -+I I/ Hi }I'/ 2 1!/H3 I I I I- IVL 1 V., I Vz 1 V3 i VR *-K *-J *-I '-G *-B 1 n.n - no oc.- -r * - e. 1r; HR COLUMN IDESCRF11M Roof Dead Load *-K Roof Collateral Load PLL7 •-B PLL2 Pattern Live Load [PLLxx] *-J Pattern Live Load [PLLxxI PLL4 *-I PLL5 Pattern Live Load [PLLxx] •-G Pattern Live Load [PLLxxI LOAD GROUP HL VL LNL HR VR LNR H1 Vi LN1 H2 j V2 LN2 H3 V3 LN3 DL 0.1 1.1 0.0 -0.1 1.1 0.0 0.0 1.7 0.0 0.0 1.8 0.0 0.0 1.9 0.0 COLL 0.1 1.4 0.0 -0.1 1.4 0.0 0.0 2.9 0.0 -0.0 2.8 0.0 0.0 3.0 0.0 PLL1 0.1 2.6 0.0 -0.1 0.2 0.0 -0.0 2.9 0.0 0.0 -0.4 0.0 -0.0 0.1 0.0 PLL2 -0.0 -0.3 0.0 0.0 -0.0 0.0 0.0 2.9 0.0 -0.0 2.9 0.0 0.0 -0.4 0.0 PLL3 0.0 0.1 0.0 -0.0 0.0 0.0 -0.0 -0.4 0.0 0.0 2.9 0.0 -0.0 2.9 0.0 PLL4 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.0 0.1 0.0 -0.0 -0.5 0.0 0.0 3.3 0.0 PLL5 0.0 0.0 0.0 -0.0 0.1 0.0 0.0 -0.0 0.0 -0.0 0.1 0.0 0.0 -0.4 0.0 PLL6 -0.0 -0.0 0.0 0.0 -0.3 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 -0.0 0.1 0.0 PLL7 0.1 0.2 0.0 -0.1 2.6 0.0 0.0 1 -0.2 0.0 1 -0.0 1 0.1 0.0 1 0.0 -0.0 0.0 LL 0.2 2.5 0.0 -0.2 2.5 0.0 0.0 5.3 0.0 -0.0 5.1 0.0 0.0 5.6 0.0 EQ -2.7 -4.6 0.0 -2.7 4.6 0.0 -0.0 5.6 0.0 0.0 -1.3 0.0 -0.0 0.4 0.0 WLt -4.3 -7.9 0.0 -4.4 0.5 0.0 -0.0 -5.0 0.0 0.0 -10.5 0.0 -0.0 -7.5 0.0 WL2 -5.4 -5.8 0.0 -3.3 2.6 0.0 -0.0 -3.0 0.0 0.0 -7.7 0.0 -0.0 -5.0 0.0 LWL1 2.9 -4.2 0.0 -0.9 -5.8 0.0 0.3 -10.0 -7.9 0.3 -9.3 -8.3 0.3 -7.5 -9.3 LWL2 1.8 -4.3 0.0 1 -2.0 -5.7 0.0 0.3 -3.7 -7.9 0.3 -5.7 -8.3 0.3 -4.7 -9.3 LWL3 0.9 -3.6 0.0 -0.8 -2.2 0.0 -0.3 -6.2 7.9 -0.3 -6.8 8.3 -0.3 -4.9 9.3 LWL4 -0.1 -3.7 0.0 -1.8 -2.1 0.0 -0.3 0.2 7.9 -0.3 -3.3 8.3 -0.3 -2.1 9.3 WL3 4.4 0.5 0.0 4.3 -7.9 0.0 0.0 -9.3 O.0 -0.0 -4.2 1 0.0 0.0 -5.4 0.0 WL4 3.3 2.6 0.0 5.4 -5.8 0.0 0.0 1 -0.0 -1.4 0.0 0.0 -2.9 0.0 WAD OR" DL IDESCRF11M Roof Dead Load COLL Roof Collateral Load PLL7 Pattern Live Load [PLLxxI PLL2 Pattern Live Load [PLLxx] PLL3 Pattern Live Load [PLLxxI PLL4 Pattern Live Load [PLLxx] PLL5 Pattern Live Load [PLLxx] PLL6 Pattern Live Load [PLLxxI PLL7 Pattern Live Load [PLLxx] LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWLt Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load FRAME ID 419 USER NAME:Idgonzolez DATE. -12/ 2/15 PAGE:19-3 ms2 160./29./24.633 20./110 JOB NAME:17124A FLE:a-fly 15.fra UPPORT REACTIONS FOR EACH LOAD GROUP LOCATION: Gridllnes: 5 15 OTE: All reactlone are In kips and kip -ft. TIME 09:05:46 x.rnn.r .usT.7Y1YQ FRAME ID 418 USER NAME Idgonza!ez DATE -12/ 2/15 PACE: 18-4 me6 160./29./12.667 20./110 JOS NAME 17124A FILE a-114_16.fra UPPORT REACT,091S FOR EACH LOAD C!,e"NP LOCATION: Gridlnes: 4 16 TOTE All reactions aro In kips and kip -ft. TIME: 10: 45:07 �q,(`yjy�, �Il�y�TIMIG F--LF-1 LOAD GROUP REACTION TABLE * = 4 16 COLUMN ON Roof Dead Load •-F Roof Collateral Load PLL1 *-D PLL2 Pattem Live Load [PLLxx] *-C Pattern Live Load [PLLxx] LOAD GROUP H4 V4 LN4 H5 V5 LN5 HI6 V6 LN6 DL 0.0 1.9 0.0 0.0 1.8 0.0 10.0 1.7 0.0 COLL -0.0 3.0 0.0 0.0 2.8 0.0 -0.0 2.9 0.0 PLL1 _0.0 -0.0 0.0 0.0 0.1 0.0 -0.0 -0.2 0.0 PLL2 0.0 1 0.1 0.0 -O.0 -0.0 0.0 10.0 0.0 0.0 PLL3 -0.0 -0.4 0.0 0.0 0.1 0.0 -0.0 -0.0 0.0 PLL4 -0.0 3.3 0.0 0.0 -0.5 0.0 -0.0 0.1 0.0 PLL5 0.0 2.9 0.0 -0.0 2.9 0.0 10.0 -0.4 0.0 PLL6 -0.0 -0.4 0.0 0.0 2.9 0.0 -0.0 2.9 0.0 PLL7 0.0 0.1 0.0 -0.0 -0.4 0.0 10.0 2.9 0.0 LL -0.0 5.6 0.0 0.0 5.1 0.0 -0.0 5.3 0.0 EQ -0.0 -0.4 0.0 0.0 1.3 0.0 --0.0 -5,6 0.0 WLi -0.0 -5.4 0.0 0.0 -4.2 0.0 -•0.0 -9.3 0.0 WL2 -0.0 -2.9 0.0 0.0 -1.4 0.0 -0.0 -7.4 0.0 I -Ki 0.0 -4.5 0.0 -0.0 -6.1 0.0 10.0 -1.8 1 0.0 LWL2 -0.0 -7.4 0.0 0.0 -9.7 1 0.0 -0.0 -8.2 0.0 LWL3 0.0 -2.3 0.0 1 -0.0 -2.8 0.0 10.0 -1.7 0.0 LW1_4 -0.0 -5.1 0.0 0.0 -6.4 0.0 -0.0 -8.1 0.0 WL3 0.0 -7.5 0.0 -0.0 -10.5 0.0 10.0 -5.0 0.0 WL4 0.0 -5.0 0.0 1 -0.0 -7.7 0.0 10.0 -3.0 0.0 -17.9 0.0 0.0 -18.9 0.0 -0.0 -24.0 0.0 WL 1.5 LpAD Q8OLEJE3CR1lR1 DL ON Roof Dead Load COLL Roof Collateral Load PLL1 Pattem Utv Land [PLLrx] PLL2 Pattem Live Load [PLLxx] PLL3 Pattern Live Load [PLLxx] PLL4 Pattern Uve Load [PLLxx] PLL5 Pattern Live Load [PLLxx] PLL6 Pattern Live Load [PLLxx] PLL7 Pattern Live Load [PUxx] LL Roof Live Load EO Lateral Seismic Load [parallel to plane of frame] WI -1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL7 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LW1_4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load FRAME ID 418 USER NAMEldgonzalez DATE:12/ 2/15 PAM -18-5 me6 160./29./12.667 20./110 JD8 NAME. -17124A FILE: a_fl4_16.fra UPPORT REACTIONS FOR EACH LOAD GROUP LOCATION: Cridines: 4 16 OTE: All reactions are In kips and kip -ft. TME 10:45:07 I�T� .Ir1TdYlnNa FRAME ID 421 USER NAMEldgonzalez DATE 12/ 4�15 PAGE 21-3 me2 160./29./25. 20./110./0 JOB NAME.,17124A FILE a_fl8-11.fra -LOCATION: Grldlinew 8 9 10 111 NO ES: 7 All reactions are M kips andl kip -ft. TIME 10: 31:58 awretgth foc;tor (omega Is not Included M the "RBDWEQ" and 'RBUPEQ" Load Group reactions. r Se, m�SE-ONLY'encombiinotion reaciIwo Include an overstrength factor of 2.000 HL -1 1 1 1 HRe M. 1v1 iv2 1� HL�/ *_K *-H � •-B I VL L V1 •-K F_ -LH LOAD GROUP REACTION TABLE * 5 15 COLL Roof Collateral Load PLL7 Pattern Live Load [PLLxx] PLL2 Pattern Live Load [PLLxxT PLL3 Pattern Live Load [PLLxxI COLUMN Roof Live Load •-K Lateral Seismic Load [parallel to plane of frame] WL1 *-B WL2 Lateral Primary Wind Load •-H Longitudinal Primary Wind Load LWL2 *-E LWL3 LOAD GROUP HL VL LNL HR VR I LNR H1 V1 LN1 H2 I V2 LN2 DL 0.9 3.4 0.0 -0.9 3.4 0.0 0.0 5.1 0.0 0.0 5.1 0.0 COLL 2.5 7.1 0.0 -2.5 7.1 0.0 0.0 12.8 0.0 0.0 12.8 0.0 PLL1 2.1 8.8 0.0 -2.1 1.8 0.0 -0.0 8.1 0.0 0.0 -2.8 0.0 PLL2 -1.3 -2.1 0.0 1.3 -2.1 0.0 0.0 10.1 0.0 0.0 10.1 0.0 PLL3 2.1 1.8 0.0 -2.1 8.8 0.0 0.0 -2.8 0.0 -0.0 8.1 0.0 LL 3.0 8.5 0.0 -3.0 8.5 &0 0.0 15.4 0.0 0.0 15.4 0.0 EQ -4.6 -3.2 0.0 -4.6 3.2 0.0 -0.0 4.3 0.0 0.0 -4.3 0.0 .A.1 -9.7 -17.9 0.0 -1.9 -9.6 0.0 -0.0 -24.0 0.0 0.0 -18.9 0.0 WL2 -10.1 -10.6 0.0 -1.5 -2.3 1 0.0 -0.0 -12.9 0.0 0.0 -7.8 0.0 LWLt 0.5 -16.7 0.0 0.7 -12.8 0.0 0.0 -26.1 0.0 -0.0 0.0 0.0 LWL2 -0.7 -12.8 0.0 -0.5 -16.7 0.0 -0.0 -14.8 0.0 0.0 E-26.1 0.0 LWL3 0.1 -9.3 0.0 1.1 -5.5 0.0 00 -15.1 0.0 -0.0 0.0 0.0 LWL4 -1.1 -5.5 0.0 -0.1 -9.3 0.0 -0.0 -3.8 0.0 0.0 0.0 WL3 1.9 -9.6 0.0 9.7 -17.9 0.0 0.0 -18.9 0.0 -0.0 -24.0 0.0 WL 1.5 -2.3 0.0 10.1 -10.6 0.0 0.0 -7.8 0.0 -0.0 -12.9 0.0 LOAD GROUP DL DESSCRF710N Roof Dead Load COLL Roof Collateral Load PLL7 Pattern Live Load [PLLxx] PLL2 Pattern Live Load [PLLxxT PLL3 Pattern Live Load [PLLxxI LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wlnd Load WL4 Lateral Primary Wind Load I I/ HR i,2 IVR F -LE -1 '-B LOAD GROUP REACTION TABLE * = B 9 10 11 I *-B *-H *-E LOAD GROUP HL j VL I LNL HR I VRLNR H1 V1 LN1 COLUMN RBDWEQ *-K 0.0 -0.2 17.8 0.0 -0.0 1 -0.2 0.0 *-B PLL3 Pattern Um Loaa1 [PLLxxI *-H PLLR1 Pattern Live Laced Right Leanto/Canopy [PLLRxx] *-E LL LOAD GROUP HL VL LMLL RBUPEQ LNR Hi V1 LN1 H2 V2 LN2 DL 0.9 3.4 10.04 WL4 Lateral Primary Wind Load 0.0 0.0 5.0 0.0 0.0COLL Upward Acting Nod Brace Load from Longitud. Wind LWL2 2.6 7.2 10.02 Longitudinal Primwry Wind Load 0.0 0.0 12.8 0.0 -0.0PLL1 2.2 8.8 10.09 3RVR 0.0 -0.0 8.4 0.0 -0.0PLL2 -1.3 -2.0 10.0.0 0.0 0.0 10.0 0.0 -0.0 10.0 0.0 PLL3 2.2 1.9 10.08 0.0 0.0 -3.0 0.0 0.0 8.4 0.0 PLLRI -0.0 -0.0 10.08 0.0 -0.0 0.0 0.0 -0.0 -0.1 0.0 LL 3.1 8.7 10.05 0.0 0.0 15.3 0.0 -0.0 15.2 0.0 EQ_ -5.2 -3.7 (0.0 -5.4 3.5 0.0 -0.0 5.2 0.0 -0.0 -5.1 0.0 RBUPEQ Ot -16.7 -114.4 -0.1 -17.6 -15.5 -0.0 -0.0 0.0 "0-01 0.0 WL1 -11.6 -19.5 10.0 -4.6 -18.0 0.0 -0.0 -22.3 0.0 -0.0 -19.9 0.0 Wit -10.7 -11.1 10.0 -2.2 -5.3 0.0 -0.0 -12.4 0.0 -0.0 -8.1 0.0 WL3 2.6 -9.2 10.0 8.4 -30.3 0.0 0.0 -19.8 0.0 0.0 -15.3 0.0 WL4 3.4 -0.8 (0.0 10.8 -17.6 0.0 0.0 -9.9 0.0 0.0 LW 1 -1.6 -18.3 (0.0 -2.7 -20.9 0.0 -0.0 -24.3 0.0 -0.0 -16.0 0.0 RBUPLW 0.0 -6.9 --5.9 -0.0 -8.6 -8.0 -0.0 -0.0 0.0 -0.0 -0.0 0.0 LWL2 -1.8 -13.8 (0.0 -5.0 -27.6 0.0 -0.0 -13.7 0.0 -0.0 -19.1 0.0 LWL3 -0.8 -10.0 (0.0 -0.2 -8.2 0.0 0.0 -14.5 0.0 0.0 -4.1 D.O LWL4 -1.0 -5.4 1 10.0 -2.5 -14.9 0.0 -0.0 -3.8 0.0 -0.0 1 -7.2 00 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) THE REACTIIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1)GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c)ENDWALLS (1)LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDA11ON ENGINEER. e)ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X -BRACING (i)ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE (REACTION TABLES. (2)FOR IBC, AND UBC BASED BUILDING CODES, WHEN X -BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR„ 0o- (3)FOR CANADA BUILDING CODE (NBC), WHEN X -BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS CRBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR„ Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEF.Sa(0.2) IS GREATER THAN 0.45. 3) 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 NTH 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 THAIN THE FACTORS USED IN THE FOUNDATION DESIGN. a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2010 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. 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 COMBINA-TIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN. FRAME ID 421 USER NAME:Idgonzaiez DATE:12/ 4/15 PAGE:21-4 ' me2 160./29./25. 20./110./O JOB NAME:17124A FIIEa_118-11.1ira SUPPORT REACTIONS FOR EACH LOAD GROUP -LOCATION: Grklines: 8 9 10 11 NOTES:{1) All reactions ore In kips and kip -f. TIME 10: 31:58 �rA Tysyr� q�wrstren ih factor (Omega is not Included In the "RBDWEQ" and "RBUPEQ" Load Group reactions. e5�15rtSic" moi A�:E-ONLY'p combinati- raoclims Include an overstrength factor of 2.000 HL -I" I iVL iV, roan r Nib Oe.r17_ T.- • - P a 1n 11 I V2 I VR AD " HR COLUMN •-K I *-B *-H *-E LOAD GROUP HL j VL I LNL HR I VRLNR H1 V1 LN1 H2 V2'. LN2 RBDWEQ 0.2 i6.8 0.0 -0.2 17.8 0.0 -0.0 1 -0.2 0.0 1 -0.0 1 -01.2 1 0.0 LOAD-MCdF-DESCRIF"1I01l R9DWEQ Downward Acting Rod Brace Load from Long. Seismic DRMMI5A ENMM1IA LA4QJ OLiT1 Oi4CR�TION BUTTE COUNTY DL Roof Dead Load BUILDINIG D9'lON COLL Roof Collateral Ltoad 1 PLLt PLL2 Pattern Live Loam (PLLxx] Pattern Live LoaM [PLLxxI ��!'"""""' PLL3 Pattern Um Loaa1 [PLLxxI PLLR1 Pattern Live Laced Right Leanto/Canopy [PLLRxx] LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rwd Brace Load from Longit. Seismic WLt Lateral Primary Wllnd Load WL2 Lateral Primary W1ind Load WL3 Lateral Primary Wllnd Load WL4 Lateral Primary Wind Load LWLt Longitudinal Primlary Wind Load RBUPLW Upward Acting Nod Brace Load from Longitud. Wind LWL2 Longitudinal Primlary Wind Load LW1_3 Longitudinal Primwry Wind Load LWL4 Longitudinal Primlary Wind Load DRMMI5A ENMM1IA LA4QJ OLiT1 Oi4CR�TION FRAME ID /?? USER NAMEldgnnzolez DATE: 11/30/15 PAGF-11-2 C. 60./78./13.083 20./110./ JOB NAME:17124B FILE b_flt�.tm SUPPORT REACTIONS FOR EACH LOAD GRWP "LOCATION: Gridinee: 1 3 TIMEAS'.45:02 NOTE: All reactions are In kips and kip -ft. HL LOAD GROUP REACTION TABLE * 1 3 LL Roof Live Load COLUMN Roof Collateral Load "-F.1 Lateral Seismic Load [parallel to plane of frame] WL1 "-D.1 WL2 LOAD GROUP HL VL WL HV LWL3 LNR pL 0.8 1.6 0.0 -0.0 Lateral Primary Wind Load 0.0 LL 2.7 4.7 0.0 - 10.7 0.0 COLL 0.7 1.2 0.0 - 2.7 0.0 EQ -04 -0.2 0.0 - 0.4 0.0 WL1 -4.9 -9.9 0.0 9.9 -12.9 0.0 WL2 -3.2 -6.7 0.0 5.0 -5.6 0.0LWLi LWL1 -46 -98 0.0 10.0 -12.9 0.0 LWL2 -5.0 -7.6 0.0 4.6 -9.8 0.0 LWL3 -2.9 -6.6 0.0 3.3 -4.4 0.0 LWL4 -3.3 -4.4 1 0.0 2.9 -6.60.0 0.0 N.3 -4.9 -7.6 0.0 4.9 -9.9 0.0 WL4 -3.2 -4.4 0.0 3.2 -6.7 0.0 1 A A OR" DL 4C1Z1071r1M Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Mind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load cs 60./1AME ID8 /29.7921 20./110./ JOB NAME: 12 USER 79248Ie FILE b -fl fro PAGE:12-2 SUPPORT RFAC71ONS FOR EACH LOAD GROUP "LOCATION: Grldinea: 2 NOTE: All reactions are In kips and kip -ft. TIME 15:58:05 HL ELI "-LD.1 LOAD GROUP REACTION TABLE " v 2 "-A Roof Collateral Load Pattern Live Load Right Leanto/Canopy [PLLRxx] COLUMN Roof Llve Load Lateral Seismic Load [parallel to plane of frame] LOAD GROUP HL VL LNL HR LOAD GROUP HL VL LNL HR VR LNR DL 1.7 2.9 0.0 -1.7 2.9 0.0 LL 7.3 10.7 0.0 -7.3 10.7 0.0 COLL 1.8 2.7 0.0 -1.8 2.7 0.0 EQ -0.9 --0.4 0.0 -0.9 0.4 0.0 WO -9.6 -15.9 0.0 9.9 -12.9 0.0 WL2 -4.7 -8.6 0.0 5.0 -5.6 0.0 LWL1 -9.4 -15.9 0.0 10.0 -12.9 0.0 LWL2 -10.0 -12.9 0.0 9.4 -15.9 0.0 LWL3 -4.5 -8.6 1 0.0 5.1 -5.6 0.0 LWL4 -5.1 -5.6 1O.G -8.8 4.5 -8.6 0.0 WL3 -9.9 -12.9 1 0.0 9.6 -15.9 0.0 0.0 µL4 -2.9 0.0 1 4.7 -8.5 0.0 FRAME ID 017 USER NAME Idgonzolez DATE 12/ 4/15 PAGE 17-2 It 50./18./26.167 20./110./ JOB NAMEA7124A FILE cJeon-to-S-113ra SUPPORT REACTIONS FOR EACH LOAD GROUP -LOCATION: "lines: it 10 9 8 TIME 09:55: 36 NOTE: All reactions are M kips and kip -ft. 1� HR VR "-B HL - -� VL "-A LV COW MN DESCHIER 11 Roof Dead Load "-A Roof Collateral Load Pattern Live Load Right Leanto/Canopy [PLLRxx] SUPPORT(" -B) Roof Llve Load Lateral Seismic Load [parallel to plane of frame] LOAD GROUP HL VL LNL HR VR LNR DL 0.1 2.3 0.0 -0.1 2.0 0.0 COLL 0.1 2.0 0.0 -0.1 1.9 0.0 PLLRI 0.2 7.9 0.0 -0.2 7.7 0.0 LL 0.2 8.0 0.0-0.2 -0.3 7.7 0.0 EQ -1.5 0.1 0.0 -0.7 -0.1 0.0 WL1 2.4 -9.5 0.0 1.9 -9.0 0.0 WL2 2.5 -3.3 0.0 0.7 -3.1 0.0 LWL1 -0.1 -9.5 0.0 1.9 -9.0 0.0 LWL2 -0.3 -15.0 0.0 3.0 -13.9 0.0 LWL3 0.0 -3.3 0.0 0.7 -3.1 0.0 LWL4 -0.2 -8.8 0.0 -7.9 0.0 3.7 WL3 -3.0 -15.0 0.0 2.8 -13. 9 1 0.0 µL4 -2.9 -8.8 0.0 1.5 -8.0 0.0 1 OAD a0111IP DL DESCHIER 11 Roof Dead Load CALL Roof Collateral Load Pattern Live Load Right Leanto/Canopy [PLLRxx] PLLR1 LL EQ Roof Llve Load Lateral Seismic Load [parallel to plane of frame] WLi Lateral Primary Wind Load µp2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LQAQ�� DOQCRpT10N _ Roof Dend Load DL Roof Dead Load LL Roof LNe Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] W-1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWLt Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load FRAME 1 1) 014 USER NAME:Idgonzalez DATE:12/ 1/15 PA.14-2 as 60.)./20./13.083 20./110./ JOB NAME 17124D FILE d-fl17_19.fro SUPPORT REACTIONS FOR EAC11 LOAD GROUP *LOCATION: Gridline,: 17 19 NOTE: All reactions are In kips and kip -ft. TIME 1335:18 HL b et •PTAl1 T•919 i 17 10 COLUMN DOQCRpT10N _ Roof Dend Load U. Roof Live Load COLL Roof Collateral Load EQ LOAD GROUP HL VL LNL HR VR LNR DL 0.5 1.7 0.0 -0.5 1.7 0.0 LL 1.9 4.7 0.0 -1.9 4.7 0.0 CULL 0.5 1.2 0.0 -0.5 1.2 0.0 EQ -0.5 -0.3 0.0 -0.5 0.3 0.0 WL7 -3.7 -10.4 0.0 36 -7.9 0.0 W72 -2.4 -7.0 0.0 2.3 -4.6 0.0 JL? -3.3 -10.3 0.0 3.7 -8.0 0.0 WL2 -3.7 -B.0 0.0 3.3 -10.3 0.0 WL3 jWK -2.0 -6.9 0.0 2.5 -4.6 0.0 WL4 -2.5 -4.6 0.0 2.0 -6.9 0.0 L3 -3.6 -7.9 0.0 3.7 -10.4 0.0 4 -2.3 -4.6 0.0 2.4 -7.0 0.0 LOW aRAIIP DL DOQCRpT10N _ Roof Dend Load U. Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to ploneis of frame] WL1 Lateral Primary Wind Load W`2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wnd Load LWL2 Longitudinal Primary Wind Load LWL3 Lcngitudind Primary Wand Load LWL4 Longitudinal Primary Wind load WL3 Lateral Primary Wind Load µL4 Lateral Primary Wind Load FRAME ID 023 USER NAME Idgonzobz DATE:11/30/15 PAGE 23-2 pf 23.833/16. main building a J06 NAME171248 FILE:b_pf_qwa_@wc.fro 1PPORT REACTIONS FOR EACH LOAD GROUP )CATION:boys 2-(Gridane DA) 1-(Gridnne F.1) DTE: All reactions are in kips and kip -ft. !Fi.^.Tlrlkl YATATInk1G lIME 16: 01: 25 HL LOAD GROUP REACTION TABLE COLUMN I LEFT COLUMN RIGHT COLUMN LOAD GROUP HL VL LNL HR VR I LNR OL 0.0 0.4 0.0 1 -0.0 0.4 0.0 EQ -0.9 -1.2 0.0 -0.9 1.2 0.0 WL1 -2.1 -2.9 0.0 -2.2 2.9 0.0 WL2 2.2 2.9 lLOi AD_KQURJX5r`121RE DL EQ WL1 WL2 Roof Dead Load Lateral Seismic Load [parallel to plane of frame] Lateral Primary Wind Load Lateral Primary Wnd Load NOTES 1) THE REA(CTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGIE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY )ANY FUTURE MAILING. 2) THE REA(CTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNILESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1) GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. c) EN ANTES IOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. ALL(1)LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e) ANCHOR RODS ARE ASTM F1554 Cr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X -BRACING (1)ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WIDEN X -BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, ()p. (3)FOR CANADA BUILDING CODE (NBC), WHEN X -BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEFuSa(0.2) IS GREATER THAN 0.45. 3) 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. a)FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2010 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. 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. FRAME ID 015 USER NAIVE: Idgmzolez DATE -12/ 1/15 PAW -'15-2 as 60./20./29.792 20./110./ JOR NAME -17124D FILBd-1918.1ro SUPPORT REACTIONS FOR EACH LOAD GROUP "LOCATION: Gridline,: 18 NOTE: All reactions are in kips and kip -ft. TIME 13:35:40 HL 1 nwn MIN IP RFAATION TART F * m 1R COLUMN -17.1 1 DL "-D.1 LOAD GROUP HL I VL I LNL HR VR LNR DL 1.4 3.0 0.0 -1.4 3.0 0.0 LL 5.9 10.7 0.0 -5.9 10.7 0.0 COLL 1.5 2.7 0.0 -1.5 2.7 0.0 EQ -0.9 -0.6 0.0 -0.9 0.6 0.0 WL? -8.0 -16.7 0.0 8.3 -13.5 0.0 W72 -4.0 -9.0 0.0 4.2 -5.9 0.0 LWL1 -7.8 -16_6 0.0 8.3 -13.6 0.0 LWL2 -8.31 -13.6 0.0 7.8 -16.6 0.0 LWL3 -3.7 -9.0 0.0 4.3 -5.9 0.0 LWL4 -4.3 -5.9 WL3 -8.3 -13.5 WL4-4.2 -5.9 L�Afl� RulIuw Yr. De.nnBTT, Y.t.. DL Root Dead Load California P.E. C050732 LL Roof Live Load DRMMI5A ENMMIIA COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plans of frame] WL1 Lateral Primary Wind Load BUTTE TE COUP,11- I WL2 Lateral Primary Wind Load Y LWI_ LWL2 Longitudinal Primary Wind Load Longitudinal Primer Wind Load 0'tf DING DI�`) L3 V i I._LJ BUILDING-3 LWL4 Longitudinal Primary Wind Load LWL4 LongRudinal Pr{mary Wind Load APFIRUVED WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load ec FRAME ID #25 USER NAME ldgoamlez DA7E_•12/ 1/15 PAGE 26-2 pf 23.533/20. main building a JOB NAME171240 FILE: d-pf-swa-swc.tra UPPORT REACTIONS FOR EACH LOAD GROUP DCATION: bays 1 -(Gridline D.1) 2 -(Gridline F.1) OTE: All reactions are In kips and klp-ft. TIME 10: 45:50 IFACII0 111=111M HL LOAD GROUP REACTION TABLE COUIMN LEFT COLUMN RIGHT COLUMN LOAD GROUP HL VL LNL HR VR LNR DL 0.0 0.5 0.0 -0.0 0.5 0.0 EQ -0.9 -1.5 0.0 -0.9 1.5 0.0 WLi -2.7 -4.6 0.0 -2.8 4.6 0.0 WL2 2.8 4.6 0.0 2.7 -4.6 0.0 LOAD GROUP DESCRIPTION DL EQ WL1 WL2 Roof Dead Load Lateral Seismic Load [parallel to plane of frame] Lateral Primary Wind Load Lateral Primary Wind Load FRAME ID /22 USER NAMEldgonzalez DATE -12/ 4/15 PAGE:22-3 ms2 160./29./25. 20./110./O JOB NAME -17124A FILE:a-fli4.fm SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION: Crkllknes: 14 NOTES -.(l) All reactlone are In kips and kip -ft. TIME: 10: 55:49 verstrangth factor (Omega) to not included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions, m c E -ONLY combination reacllons include an overstrength factor of 2.000 HL _I���� I I (f HR iVL i,„ 1V2 i VR "-K-H *-E +-B LOAD GROUP REACTION TABLE 14 COLL Roof Collateral Load PLL1 Pattern Live Load [PLLxx] PLL2 Pattern Live Load [PLLxx] PLL3 Pattern Live Load [PLLxx] COLUMN Roof Live Load a -K Lateral Seismic Load [parallel to plane of frame] RBUPEQ a -B WL1 Lateral Primary Wind Load a -H Lateral Primary Wind Load WL3 a -E WL4 LOAD GROUP HL VL LNL HR VR LNR H1 V1 Wt H2 V2 LN2 OL 1.0 3.5 0.0 -1.0 3.5 0.0 0.0 5.0 0.0 0.0 5.0 0.0 COLL 2.6 7.2 0.0 -2.6 7.2 0.0 0.0 12.8 0.0 -0.0 12.8 0.0 _ PLL1 2.2 9.0 0.0 -2.2 1.8 0.0 -0.0 8.0 0.0 -0.0 -2.8 0.0 PLL2 -1.4 -2.1 0.0 1.4 -2.1 0.0 0.0 10.1 0.0 -0.0 10.1 0.0 PL1_3 2.2 1.8 0.0 -2.2 9.0 0.0 0.0 -2.8 0.0 0.0 0.0 PLLRI LL 3.1 8.7 0.0 -3.1 8.7 0.0 0.0 15.3 0.0 -0.0 15.3 0.0 EQ -4.6 -3.2 0.0 -4.6 3.2 1 0.0 -0.0 4.3 0.0 -0.0 -4.3 0.0 RBUPEQ 0.9 -16.1 -14.4 -0.9 -16.8 -14.4 0.0 -0.7 0.0 0.0 0.3 0.0 WO -10.0 -18.3 0.0 -1.7 -9.9 0.0 -0.0 -23.9 0.0 -0.0 -18.8 0.0 WL2 -10.3 -10.8 0.0 -1,4 -2.4 0.0 -0.0 -12.9 0.0 -0.0 -7.7 0.0 WL3 1.7 -9.9 0.0 10.0 -18.3 0.0 0.0 -18.8 0.0 0.0 -23.9 0.0 WL4 1.4 -2.4 0.0 10.3 -10.8 0.0 0.0 -7.7 0.0 0.0 -12.9 0.0 LWLl 0.3 -17.0 0.0 0.9 -13.0 0.0 0.0 -26.0 0.0 0.0 -14.8 0.0 RBUPLW 0.4 -6.6 -5.9 -0.4 -6.9 -5.9 0.0 -0.3 0.0 0.0 0.1 0.0 LWL2 -0.9 -13.0 0.0 -0.3 -17.0 0.0 -0.0 -14.8 0.0 -0.0 -26.0 0.0 LWL3 -0.0 -9.5 0.0 1.2 -5.5 0.0 0.0 -15.0 0.0 0.0 -3.8 0.0 LWL4 -1.2 -5.5 0.0 0.0 -9.5 0.0 -0.0 -3.8 1 0.0 1 -0.0 -15.0 0.0 LOAD GROUP DFSCEEM0N DL Roof Dead Load COLL Roof Collateral Load PLL1 Pattern Live Load [PLLxx] PLL2 Pattern Live Load [PLLxx] PLL3 Pattern Live Load [PLLxx] LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longlt. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWLI Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load FRAME ID #20 USER NAMEldgonzolez DATE:12/ 4/15 PAGF-20-3 -2 160./29./25. 20./110./0 JOB NAME 17124A FILE a-115-7-12-13.fra SUPPORT REACTIONS FOR EACH LOAD GROUP WCAMON: Grkflnes: 6 7 12 13 NOTES: 1 All reactions me In kips and kip ft. ( RRyyNI roretrength factor (Omega) Is not Included In the 'RBDWEQ" and 'RBUPEQ" Load Group reactions. combination reaclions include on overstrength factor of. 2.000 HL _I.-�� I I iVL V2 •-K •-H LOAD GROUP RFAC71ON TABLE • - 6 7 12 13 COLL Roof Collateral Load PLL1 Pattern Live Load [PLLxx] PLL2 Pattern Lhro Load [PLLxx] PLL3 COLUMN PLLRI a -K LL Roof Live Load a -B Lateral Seismic Load [parallel to plane of frame] RBUPEQ -H 114.1 Lateral Primary Wind Load a -E Lateral Primary Wind Load LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 1.0 3.5 0.0 -0.9 5.5 0.0 0.0 5.0 0.0 0.0 5.0 0.0 COLL 2.6 7.2 0.0 -2.6 9.2 0.0 0.0 12.8 0.0 -0.0 12.7 0.0 PLL1 2.2 9.0 0.0 -2.2 1.8 0.0 -0.0 8.0 0.0 -0.0 -2.8 0.0 PLL2 -1.4 -2.1 0.0 1.4 -2.1 0.0 0.0 10.1 0.0 -0.0 10.1 0.0 PLL3 2.2 1.8 0.0 -2.2 9.0 0.0 0.0 -2.8 0.0 0.0 8.0 0.0 PLLRI -0.0 -0.0 0.0 0.2 7.8 0.0 0.0 0.0 0.0 -0.0 -0.1 0.0 LL 3.1 6.7 0.0 -2.9 16.5 0.0 0.0 15.3 0.0 -0.0 15.2 0.0 EQ .6 0.0 -5A 3.4 0.0 -0.0 4.8 0.0 -0.0 -4.6 0.0 RBUPEQ .1 -14.4 -0.9 -16.8 -14.4 0.0 -0.7 0.0 0.0 0.3 0.0 WL1 5 0.0 -4.6 -18.1 0.0 -0.0 -22.4 0.0 -0.0 -19.7 0.0 WL2 1 0.0 -2.2 -5.3 0.0 -0.0 -12.4 0.0 -0.0 -8.0 0.0 Wt3 $2.1-1.9 2 0.0 8.9 -32.2 0.0 0.0 -18.4 0.0 0.0 -24.0 0.0 WL4 9 0.0 11.2 -19.5 0.0 0.0 -8.5 0.0 0.0 -12.3 0.0 LWL1 4 0.0 -2.5 -20.9 0.0 -0.0 -24.1 0.0 0.0 -16.0 0.0 RBUPLW .6 -5.9 -0.4 -6.9 -5.9 0.0 -0.3 0.0 0.0 0.1 0.0 LWL2 1 -3.2 -14.7 0.0 -4.4 -29.7 0.0 -0.0 -12.6 1 0.0 1 -0.0-27.4 0.0 LWL3 -0.8 -10.1 0.0 -0.2 -8.2 0.0 0.0 -14.2 0.0 0.0 -4.3 0.0 L4 WL -3 2. -6.4 0.0 -2.1 -17.0 0.0 -0.0 -2.7 0.0 -0.0 -15.6 0.0 LDAD�O� DESCR>Q711m_ DL Roof Dead Load COLL Roof Collateral Load PLL1 Pattern Live Load [PLLxx] PLL2 Pattern Lhro Load [PLLxx] PLL3 Pattern Live Load [PLLxx] PLLRI Pattern Lhre Load Right Leanto/Canopy [PLLRxx] LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longlt. Seismic 114.1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load 'A1.4 Lateral Primary Wind Load LW 1 Longltudlnol Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load FRAME ID /20 USER NAME: Idganzdez DATE12/ 4/15 PAGE 20-4 ms2 160./29./25. 20./110./0 JOB NAME -17124A FILE:a_fle-7 12-13.fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION: Gridlinew 8 7 12 13 13161F• 10: 54:45 NOTES: i AI! reactions ore In kips and klp-ft. 7yy�gsMQ�vsretength factor (Omega Is not Included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. �5"I., c""P.TSE-ONLY combinotion rsaar�lons include an overstrength factor of 2.000 FRAME ID /22 USER NAME Idgonzalez DA7E:12/ 4/15 PAGE 22-4 M.2 160./29./25. 20./110./0 JOB NAME. 17124A FILEa-fll4.fra UPPORT REACTIONS FOR EACH LOAD GROUP OCATION: Grkllnes 14 OTES: 1 All reactions are In kips and kip -ft. TIME -00:55:49 qE >�et9pCrverntrength tactor (Omega) le not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. is ..E -ONLY combNotion reac tors Include an overetranath fact" of. 2.000 HL - r Hart f�DnI1D wrarmnu raw c . - COLUMN a -K *-B a -H a -E LOAD GROUP HL VL LNL HR VR LNR H1 I V1 LN1 H2 I V2 I LN2 R3DWEQ 1 -0.2 1 16.5 1 0.0 0.2 17.2 0.0 -0..0 1 0.3 1 0.0 -0.0 -0.7 1 0.0 I nAn �xmTk>a RBDWEQ Downward Acting Rod Brace Load from Long. Seismic J�. i~i r VL i , 1 V2 '-K •-N +-E tOAn WNW RFA"nM TARIT . a 1 11 ,< COLUMN +-K a -B a -H a -E LOAD GROUP HL I VL LNL HR VR LNR H1 Y1 LN1 H2 V2 L42 RBDWF_Q -0.2 16.5 0.0 0.2 17.2 0.0 -0.0 0.3 U.0 -0.0 -0.7 0.0 L0A11MOW DESCRNz1fOM REDWEQ Downward Acting Rod Brace Load from Long. Seismic TIME 1 D: 54: 45 NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANCE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RICID FRAMES (1)GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c) ENDWALLS (i) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e)ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X -BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X -BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, Oa. (3)FOR CANADA BUILDING CODE (NBC), WHEN X -BRACING IS PRESENT IN THE SiDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEFaSa(0.2) IS GREATER THAN 0.45. 3) 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. a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2010 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STREN Tti VALUE WITH A LOAD FACTOR OF 1.0. 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. C DRMMI5A ENMMIIA FIELD SERVICE PROCEDURES AUTHORIZATION FOR CORRECTIVE WORK UNLOADING, HANDLING, AND STORING MATERIALS - — ROOF AND WALL PANELS DAMAGE DURING CONSTRUCTION IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE NORMAL ERECTION OPERATIONS INCLUDE THF CORRECTION Of MINOR MISFITS BY MODERATE _._ y U HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: CAREFULLY CHECK AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO STfRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING MANUFACTURER'S WALL AND ROOF PANELS INC INCLUDING COLOR COATED, GALVALUME & THE QUALITY OIF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND YOUR PACKING UST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE MISSING AND LINE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO APRE-ARRANGED PLAN. PROPER LOCATION AND HANDLING GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TITLEBLOCK AS SOON FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. UNLOADING & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE SIGNIFICANTLY (AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. m AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY TFIE ERECTOR, TO QUALITY MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. PANEL DAMAGE' DURING CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST NO)TE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER METHODS AND/OP, CARELESSNESS. SHORT MATERIALS- IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TOBE USED BY OTHERS. (AISC 303-10, ENID, 1'-0" FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE MANUFACTURER, FO)R LOADS THAT MAY HAVE SHIFTED DURING TRANSIT! SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE AN "AUTHORIZATION FOR CORRECTIVE WORK" MUST BE ISSUED IN WRITING BY THE REWEMBER, SAFETY FIRST! DAMAGE OCCURS ENDS THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE THE FASTENER HEAD. RAIN WATER CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB GR U STORED OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE DI POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT THESE SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED, MAXIMUM TOTAL COST SET FORTH. ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF PACKAGES. THIS AVOIDS GROUND MOISTURE &DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT U AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF PROPOSED IN THE "INITIAL CLAIM" MAY BE DIRECTED BY THE MANUFACTURER IN IHE SLINGS OR CABLES AROUND THE MEMBERS FOR LATER UFTING AND ALLOWS MEMBERS TO BE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF RAIN. THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING N C TI G WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY BUT MOISTURE IN THE FORM F 0 HIGH HUMIDITY CAN KEEP THESE AREAS THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE QUANTITIES THAT ARE AUTHORIZATION OF CORRECTIVE WORK." ONLY THE FIELD SERVICE DEPARTMENT MAY BOLTED TOGETHER INTO SUB -ASSEMBLIES WHILE ON THE GROUND. EXTRA CARE SHOULD AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE WE AND CONTINUE THE PROBLEM. OVERDRIVING THE FASTENER ALSO FORCES THE SEALING BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED OR THE AUTHORIZE CORRECTIVE WORK. ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME WASHER FROM (UNDER THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER o QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE HANDLING THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE ORDER DOCUMENTS, CLAIM IS TOO BE MADE OF THE MANUFACTURER. FINAL CLAIM - THE "FINAL CLAIM" IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS SHEETS WHEN EXPOSED TO RAIN. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED WILL ELIMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. a THE MANUFACTURER WITHIN I TEN 10 DAYS OF COMPLETION � ( ) OF THE CORRECTIVE WORK SUCH AS GIRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY c r MOISTURE. THE STAIN IS USUALLY SUPERFICIAL &HAS LITTLE EFFECT ON THE APPEARANCE OR DEFECTIVE MATERIAL - DAMAGED r DEFECTIVE MATERIAL, REGARDLESS OF AUTHORIZED BY THE MANUFACTURER. SOFTEN REDUCING ITS BOND TO THE STEEL THEREFORE, UPON RECEIPT OF A JOB, ALL OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE IT IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL y THE DEGREE THE DEGREE OF DAMAGE, MUST BE NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER HI BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE AND ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT THE "FINAL CLAIM" MUST INCLUDE: WADER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER EXTENDED PERIOD CAN SEVERELY ATTACK. THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. PANEL SURFACE. CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE WORK SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE SEE R1-07 "DAMAGE FROM CONDENSATION OR TRAPPED WATER." OR FILLINGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR INCLUDING, BUT NOT LIMITED TO: FASTENERS, SHEET METAL, "C" & "Z" SECTIONS & COVERING PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF AND ACTUAL HOURLY RATES OF PAY 2, TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. SAWE REASON. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES CONDENSED MOISTURE. WHEN PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL. OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. 4. COST OF MATERIAL (NOT MINOR SUPPLIES) AUTHORIZED BY THE MANUFACTURER TO BE SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP PRIIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER TO PREVENT CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPIT CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL UNPACKED, UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE CUSTOMER MUST MAKE CLAM FOR DAMAGE DIRECTLY THE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID INVOICES. CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS CF THE PANELS. ALWAYS CLEANING OF THE ROOF SHOULD BE DONE PRIOR TO INSTAWNG THE GUTTER SO THAT THE MANUFACTURER. IF THE CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE S 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4), THE "FINAL TOUJCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. ALL ASSUME PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SHAVINGS ARE INOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS OR DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE CLAIM FOR DAMAGE TO THE COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CUSTOMER. FINAL PRIIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE R1-06 TITLED SKYLIGHTS OR TRANSLUCENT PANELS! REMOVED FROM THE ROOF'. DURING THE ERECTION OF THE ROOF AND THE INSTALLATION OF CLAIM WHATSOEVER INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL CLAIMS" ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER IN AN AMOUNT NOT TO "SHIOP PRIMED STEEL" USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN MANNER THAT WILL ALLOW EQUIPMENT SUCH AS AIR CONDITION!NC UNITS, ETC... DAMAGES RESULTING FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED BY VISUAL INSPECTION. EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THE "AUTHORIZATION FOR CORRECTIVE WORK" OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE TEMPORARY SUPPORTS MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR .°i WORK. AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID WALK IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS o OIL CANNING IS NOT CAUSE FOR REJECTION **IMPORTANT NOTE** - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. AND EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE, THE EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR o EXCESSIVE MATERIAL - THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND WEATHER TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ;rn MATERIAL DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE ANOTHER CAN (CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SHIPMENT ARRIVAL TIME -EVERY EFFORT WILL BE MADE 70 SEE THAT THE CARRIER THE: STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS SURFACE. � INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN ARRIVES AT THE JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. COWPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING } OR VERBAL "INITIAL CLAIM" TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, MANUFACTURER MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE FROIM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE DAMAGE AND FOR SAFETY CONSIDERATIONS. _ THE "INITIAL CLAIM" INCLUDES: AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME, LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF DRAINAGE G E 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS,INCLUDING QUANTITIES. STANDARD PRACTICE, 9TH ED.). LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE ` _o 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING Q PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD ESTIMATED MAN-HOURS. ELEVATE MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE C C F o 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING MAY OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME x a C ESTIMATED QUANTITIES AND COST. STABILIZATION OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED WILL BE ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM V o o o FROM OTHER THAN THE MANUFACTURER. THE PANEL WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE o m Q TOUCH-UP IF THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. C rn� L0 o L U W THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE In rn LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THEM o o �o DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. • ; = 2 o N V s" ¢wz ; ymzo co •� L AML n a� � �rnz � R1-01 R 1-02 R.1-03 R1 -04 R1-05 R TYPES OF FINISHES DAMAGE FROM CONDENSATION OR TRAPPED WATER SAFETY COMMITMENT ROOF MAINTENANCE GUIDELINES o SHOP PRIMED STEEL IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS TINE BUILDER CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT / * c A INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. L S a` ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN TIRE PANELS WITHIN THE SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING * INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH URETHANE SEALANT. Q o m m2 02 PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE BODIES OF WATER. COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB * !r r ALWAYS GET MANUFACTURER APPROVAL BEFORE. MAKING ANY MODIFICATIONS TO THE � rr SSPC PAINT SPECIFICATION N0. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT SITE. PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING ROOF. I- � THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE MANUFACTURER. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION *REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. *WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLO'WNG PRECAUTIONS: zz V) 3 '0 wo;°of BE KEPT FREE OF TILE GROUND AND SO POSITIONED AS TO MINIMIZE WATER CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE. CORNERS THIS WILL HELP PREVENT MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. * c USE FAIL PROTECTION AND OTHER SAFETY EQUIPMENT REQUIRED. -� ~ m L a d POCKETS, DUST, MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF RECOMMENDED. IMCAUSEMEDI TE AST(REQRTO LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD * DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE A V) to z a o 0 DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER ACTION IS ROD THEE PANELSAREFOUNDCOVERS BE WET STATIUTORY OR CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER FLASH. Q Ir 0 o z in FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF BUNDLES MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING * DO NOT WALK ON LIGHT TRANSMITTING PANELS LTPS . THEY W^i_L NOT ( ) °' � o z a o E co,o � PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND SIDES. RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY SUPPOP,T A PERSON'S YE!GHT. * GUARD ALL LTPS AND ROOF OPENINGS. 0 z o y a a o w o ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE SHOP COAT INCLUDING GALVANIZING) CAUSED BY ( ) CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL *STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING .t Z U Ian N J L O HAND!JNG, LOADING, SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING rL AND ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME N WET AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. ROOF STRUCTURAL * r c AFTER OTHER TRADES HAVE THE ROOF FOP, ANY REASON. INSPECT THE ROOF Scale: NOT TO SCALE ARE UNAVOIDABLE. (MBMA 06 IV 4.2.4) 24-48 HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE c MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE FOR DAMAGE CAUSED ERS C WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES Drown by. EMH 12/14/15 GALVALUME SURFACE AND IS COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR "WHITE RUST. THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. AL IN THE PAINT OR GALVALUME R COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED Checked by. TJD 12/14/15 GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET &COIL PRODUCT HAVING A IF AIDDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMEtJT. FROM THE ROOF IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER Protect Engineer. LEG COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS ICE AND SNOW REMOVAL THE ROOF. IN CASES WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY BALANCED TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT REFLECTIVITY OF ALUMINUM & THE SACRIFICAL ACTION OF GALVANIZED. THE BEST EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT PROTECTED. Job Number: 15-B-17124-1 PROPERTIES OF BOTH ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED DAMAGE TO ROOF AND POSSIBLE COLLAPSE. DO NOT USE METAL TOOLS TO REMOVE THE ICE FOOT TRAFFIC SERVICE LIFE FOR BUILDING PANELS. TARP OR SNOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW Sheet Number: R1 of 24 PRE -PAINTED CAREFUL AROUND PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PANELS. THESE PANELS PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT ENDLAPS. ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF The engineer whose seal USING GALVALUME STEEL AS A SUBSTRATE, PRE -PAINTED STEEL IS GIVEN AN ADDITIONAL WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF STRUCTURAL. DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUME® ROOFS, appears hereon is an employee RUST INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA LOW-RISE BUILDING SYSTEMS EXCESSIVE FOOT TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC for the manufacturer for the RESISTANCE. THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS MANUAL APPENDIX AB FOR DETAILS ON SNOW REMOVAL PROCEDURES. THESE PROCEDURES IS PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND materials described herein. Said AND THE WASH COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SHOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS INSTALLED ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF seal or certification is limited SIDE. GALVALUME AND PRE -PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS AIR CIRCULATION REALIZED. HATCHES OR ACCESS LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE to the products designed and IF A FEW RULES CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE manufactured by manufacturer FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. DEBRIS REMOVAL ALLOWED ONTO THE ROOF. IN ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO only.The undersigned engineer is PAINT AND COATING MAINTENANCE A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG THE ROOF AND THE REASON FOR SUCH VISITS. not the overall engineer of record for this project. REMOVE SMUDGE MARKS FROM BARE GALVALUME®. FORMULA 409 HAS PROVEN TO BE CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF DISSIMILAR METALS SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A CLEAN CLOWN AND RINSE WITH WATER. DO NOT THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS i r UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE MAINTENANCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT MORTAR GROUT TO / / NEVER ALLOW YOUR, ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY DISSIMILAR METAL INCLUDING BUT NOT LIMITED T0: COPPER, LEAD OR GRAPHITE. THIS Ronald W. Bennett, P.E. BUTT COUNTY California P.E. C050732 RUB MORE THAN REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE ALLOWING A SLOW OXIDATION PROCESS CALLED "WEATHERING" TO OCCUR THAT INHIBITS COME IN CONTACT WITH ROOF PANELS, ESPECIALLY GALVALUME®, FOR EXTENDED PERIODS INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN ��3i-�� ; ��;+, I IG'DRMMI5A ENMM7IA FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH OF ITIME. CONCRETE, MORTAR AND GROUT. ,10tJ SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. �, A RUB MORE THAN REWIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO TO TOUCH-UP SCRATCHES IN PAINT TO BARE METAL), CLEAN AREA TO BE PERIODIC INSPECTION �#"�x (NOT RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, "''T PAINTED WITH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTIST'S TO "RED RUST" IN A SHORT TIME. IF DISCOLORATION OR STAINS ,ARE MINOR, A HOUSEHOLD PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. BRUSH, LIGHTLY APPLY THE MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY HE USED TO REMOVE THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 REQUIRED TO FILL/COVER THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD DE AVOIDED SINCE YEARS. ASSISTANCE WITH ORDERING/PURCHASING TOUCH-UP PAINT AS NEEDED. SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED DY THE BUYER BEFORE ERECTION. DRAINAGE * KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLY DRAIN FROM ROOF. � * DO! NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS. THIS BLOCKS aRvifE`SSid THE FLOW OF WATER AND HOLDS MOISTURE. .' * 00 NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. * ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. CO w32 �� R1 -06 R 1-07 R1 -08 R1-09 R1 Erection Guide Rw. Ma 14 05 4F CAt Dec 14, 2015 Specified Column Centerline Steel Line t1/8" f 3mm) r f1/4" (f6mm) G -I -(D— ±1/8- 1 I(d:3mm I I f1/B" — I I t3mm) 1. To determine that the foundation is square, measure diagonal dimensions to be , (t3mm) ' sure they are of equal length. ANCHOR ROD SETTING TOLERANCES 2. To determine that the foundation is level, set up a transit or level and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor rods against the Anchor Rod Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start—up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owners designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within an anchor—rod group shall be equal to or less than 1/8 in. [3 mm]. (b) The variation in dimension between the centers of adjacent anchor—rod groups shall be equal to or less than 1/4 in. [6 mm]. (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor—rod groups along the column line through multiple anchor—rod groups shall be equal to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any anchor—rod group to the column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with on approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by the owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the as—built locations of anchor rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Rod Setting Plan. All anchor rods should be held in place with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be made before the costly installation labor and equipment arrives. STEEL LINE STEEL LINE TEMPLATE STAKE SHEETING NOTCH B E FORM BOARD i % D FORM - _%-� _ ;I.. ,• TEMPLATE BOARD I` I` ANCHOR RODS "; - C • A C • A PROJECTION OF ANCHOR RODS "D" B, E , f GIVEN ON ANCHOR ROD PLAN. r SHEETING NOTCH SHOWN BUT MAY NOT BE REQUIRED DIMENSIONS A, B, AND C AS GIVEN (SEE ANCHOR ROD PLAN) ON ANCHOR BOLT PLAN Bottom of Base Plate t1/2" f13mm) *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES FIELD TOLERANCES COLUMN ALIGNMENT TOLERANCES Erection Guide R2 Rm. Oct'15 05 MEZZANINE BEAM HEIGHT TOLERANCE SIDEWALL 1 1 1 500 500 500 I I I I I J 3 3 W I I I W 500 500 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES ROOF CURBS ROOF JACK INSTALLATION v (When not Supplied by Building Manufacturer) Down Curb Base Length Efl APanel profile o 6"12" Min. varies Min. _ it -'i Endlap �. ®T Purlin Line J Indicates Roof Panel Support location ® Indicates Curb Base Support location Panel Rib Profile Floating Panel Support FDOW c oro < av Up Lift Plate Curb Base o "= (If Required) - El 02: T n, vy a j $fiction : 'A" (Insulation when specified) The curb details shown illustrate the building manufacturers recomended curb style and installation method. It is the erector / installer's responsibility to provide the proper curb style and install them in accordance with the procedures established by these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 18go. Stainless (No Golvalume/No Galvanized) 2. Panel rib to rib installation (No flat skirt or lay—over Curbs) 3. Installed over low end / under high end application for water flow at panel splice 4. Up lift prevention for clip applied roof systems are required if: a. Wind load exceeds 110 mph or b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500# SUGGESTED METHOD OF PURLIN ATTACHMENT __-�- LF�_QR BLDG ACCESSORIES] -- PURLIN ANGLE (W/ 2 SELF -DRILLERS** HANGER ROD'* II SUGGESTED METHODS ** (Not by Metal Bldg Manufacturer) An angle is self—tapped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. DO NOT INSTALL HANGER ROD IN FLANGE OF PURLIN THE INCORRECT \WAYS r i ROD, ANGLE OR CHAIN DO NOT INSTALL PURLIN CLIPS OF ANY KIND ON FLANGE OF THE PURLIN AS SHOWN 115 Incorrect 4 U yi a Install Pipe In center to allow base of rubber roof jack � Q to lay flat on panel. Cannot encompass more than 757 of panel. ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These H/500 HEIGHT (t) TOLERANCE 10' 1/4" 12' 5/16" 15' 3/8" 20' 1/2' 25' 5/8" 30' 3/4" 45' 1 1/16- 60' 1 7/16" COLUMN ALIGNMENT TOLERANCES Erection Guide R2 Rm. Oct'15 05 MEZZANINE BEAM HEIGHT TOLERANCE SIDEWALL 1 1 1 500 500 500 I I I I I J 3 3 W I I I W 500 500 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES ROOF CURBS ROOF JACK INSTALLATION v (When not Supplied by Building Manufacturer) Down Curb Base Length Efl APanel profile o 6"12" Min. varies Min. _ it -'i Endlap �. ®T Purlin Line J Indicates Roof Panel Support location ® Indicates Curb Base Support location Panel Rib Profile Floating Panel Support FDOW c oro < av Up Lift Plate Curb Base o "= (If Required) - El 02: T n, vy a j $fiction : 'A" (Insulation when specified) The curb details shown illustrate the building manufacturers recomended curb style and installation method. It is the erector / installer's responsibility to provide the proper curb style and install them in accordance with the procedures established by these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 18go. Stainless (No Golvalume/No Galvanized) 2. Panel rib to rib installation (No flat skirt or lay—over Curbs) 3. Installed over low end / under high end application for water flow at panel splice 4. Up lift prevention for clip applied roof systems are required if: a. Wind load exceeds 110 mph or b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500# SUGGESTED METHOD OF PURLIN ATTACHMENT __-�- LF�_QR BLDG ACCESSORIES] -- PURLIN ANGLE (W/ 2 SELF -DRILLERS** HANGER ROD'* II SUGGESTED METHODS ** (Not by Metal Bldg Manufacturer) An angle is self—tapped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. DO NOT INSTALL HANGER ROD IN FLANGE OF PURLIN THE INCORRECT \WAYS r i ROD, ANGLE OR CHAIN DO NOT INSTALL PURLIN CLIPS OF ANY KIND ON FLANGE OF THE PURLIN AS SHOWN 115 Incorrect 4 U yi a Install Pipe In center to allow base of rubber roof jack � Q to lay flat on panel. Cannot encompass more than 757 of panel. ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof jacks do not have 20—year service life and, in the case of lead hats, will cause galvanic corrosion of the roof panels. ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone .2 rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top 0 of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of the pipe. o ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealon as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. ❑ Roll down the top of the roof jack and apply tape sealant continuously around the C exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. G F o Apply the stainless steel clamp over top of roof jack and firmly tighten to form a secure C g a compression seal.�F o ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration ®mR o 0 5 in center of panel to allow the base of the rubber roof jack to seal to the pan of the v o panel. o so c If a pipe must be installed through a panel seam, or if the pipe diameter is so large to "pipe C block the flow of water down the roof panel, you must install a curb" into the roof e m and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be? n� �, E z a o Tou Z 0 EJz accessed, a two—piece pipe curb is available. �� 11 In Northern climates, protect all pipe penetrations from moving ice or snow with a snow ' m z o retention system immediately up slope from the pipe. w o to � 8_ 9rnz c c ROOF JACK INSTALLATION (Not by Metal Bldg Manufacturer) ** o S Panel profile ** Stainless Steel ** Stainless Steel Step Tri -Bead T , HW504 Step 1 ** Stainless Steel Clor Roof Jack ** Roll Top Down 1/4-14 x 7/8" Lap Tek S.D. w/Washerat 1" O.C. Tri -Bead Tape Sealant HW504 )ply Tri -Bead Tape :slant Continuously ound Pipe ack ** 4 x 7/8" Lap Tek /Washer at 1* O.C. Tri -Bead Tape Sealant HW504 Tri -Bead Tape Sealant HW504 )ofJock ** -14 x 7/8" Lap Tek w/Washer at 1" O.C. NOTE: Roll roof jack up over Tri -Bead Tape Sealant and secure the clamp. BUTTE COUNTY mpl N D ~ m I ❑ ❑ � QrnW mza_ o N Wow¢ E- Szvn_i a c� c °zU-) aaaz_ U fn N _J O Scale. NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer.LDG Job Number. • 15-B-17124-1 Sheet Number.' R2 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMMIIA PONI ` V4" '0 Q: N0. i050732 Dec 14. 2015 PRE -ERECTION NOTES: GENERAL ERECTION NOTES. The following notes, procedures and suggested recommendations are important parts 1.) All clips, flange braces, bolts, bracing systems, ETC. miust be installed as shown on of the pre -erection process. erection drawings. 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. 2.) It is extremely important, especially during construction, that panels at the eaves, rakes and ridges be kept secure. 3.) Column bases must not be lag screwed or "RED HEADIED" to concrete unless specified on erection drawings for the building. 4.) Tighten column wind brace rods/cables (exterior and interior) before tightening roof rods/cables. Roof rods/cables are tightened from eave to peak. 5.) High strength bolts (A325) must be used where specified. TEMPORARY CONSTRUCTION BRIACING 1.) It is the responsibility of the erector to maintain stabillity of the structure during -S all stages of erection, particularly when left overnight. BE 2.) Temporary supports, such as temporary guys, braces nr other elements shall be the total and complete responsibility of the erector. The ttemporary supports required shall be determined and furnished by the erector. Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing list. Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns and hanging rafters 5.) Layout the girts and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, requiring very careful handling. 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning thereafter, inspect he panel bundles for moisture between the panels. This is especially important with galvalume or galvanized panels. The panel finish must be protected at all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT _0 BOLTS!� - O SCREWS AMP 2 rF 1. Girts, Eave Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwall Girts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slab to prevent damage to concrete edge from equipment traffic. 6.) Install clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. 3.) Temporary construction supports shall be provided wheerever necessary to accommodate all construction loads to which the structur(e may be subjected, left in place as long as may be required for safety. PANEL CAUTIONS AND NOTES; To minimize potential of corrosive action at the bottom edge of vwall panels, the contractor must assure that the following procedures are followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and metal panels can undergo varying degrees of corrosive attack when in direct contact with the concrete.) Aftter the first week of the curing cycle, the reaction between metallic coatings on steel and the cooncrete is essentially halted. CLEAN DIRT FROM WALL PPANEL AROUND PANEL BASE PANEL NOTCH (SHOWN) OR FOUNDATION BASE TRIM A:. 4" SLOPE FlNISH GRADE AWAY- 'N' FROM DUILDING 2.) Top of finish grade at building to be a minimum of fcour (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to ensure proper drainage. 4.) Upon completion of finish grading, all dirt is to be cleeaned from around base of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps wheen installing roof/wall panels. Drive the fastener in until it is tight and the washer is firmly seated. [Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visucd tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) witch a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM fastener driver :should be used for self -tapping screws. Discard worn sockets, these can cause the fastener to wvobble during installation. CORRECT DEGREE OF TOO TIGHT SEALANT SQUEEZED TOO LOOSE SEALANT IS TIGHTNESS NOTE SLIGHT TOO THIN EXTRUDES FAR BEYOND NOT COMPRESSED TO CIRCLE OF SEALANT FASTENER HEAD FORM SEAL NOTE: Always remove metal filings from surface of panoels at the end of each work period. Rusting filings can destroy the paint finish I and void any warranty. MASTIC SEALANT Proper mastic application is critical to the weather tightniess of a building. Mastic should not be stretched when installed. Apply only to cleean, dry surfaces. Keep only enough mastic on the roof that can be installed in a da)y. During warm weather, store mastic in a cool dry place. During cold weather (below 6C0°) mastic must be kept warm (60°-90°) until application. After mastic has been L applied, keep protective paper in place until panel is ready to be installed. IMPORTANT NOTE: All details, recommendations and suggestions contained inn the ERECTION GUIDE portion of this drawings set are for general guidelines only, and rnot meant to be all-inclusive. Industry accepted installation practices with regard to all areas not specifically discussed in this section should be followed. Only experiernced, knowledgeable installers familiar with accepted practices should be used to ossuree a quality project. It is emphasized that the Manufacturer is only a monufaccturer of metal building components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices noted in the ERECTION GUIDE are intended to represent only a guide as to the sequencing and how the components could be assembled to create a building. Both the qualityy and safety of installation and the ultimate customer satisfaction with the completeed building are determined by the experience, expertina, and skills of the installation creews, as well as the equipment available for handling the materials. Actual installation opoerations, techniques and site conditions are beyond the Manufacturers control. STEP 1: ERECT FIRST BAY WALL FRAMING NOTE It is the responsibility of the PRIMARY FRAME erector to provide temporary BRACING erection bracing until the structure is completed. STRUT END FRAME �\ RAFTER / END POST J CORNER COLUMN 1A: Determine from erection drawings furnished with the building the location of the first braced bay. Framing for this boy will be erected first. 113: Stand adjacent primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. NOTE: The end frame may be a bearing frame with the rafter supported by end posts, or a rigid frame with the rafter self-supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has a rigid end frame, it is erected the some as interior frames as described in steps 1 and 2. 1C: Attach wall girts to the primary frame column and corner column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 1D: Install the eave strut by bolting to the top of the columns. Refer to the erection drawings and attach column flange brace where shown. Flange braces may be required on one or both sides of the columns. If a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay girts are installed. NOTE: As wall girts are installed around the building, framing for factory located framed openings and accessory framing to which the girts attach should be installed. Field located accessory framing may be installed at the some time as girts or at a later time. 1E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this time but do not tighten completely until the bay is plumbed. 1F: Repeat steps 1B thru 1E for wall framing on the opposite side of the building. 1G: Attach clips to the end posts and stand these posts over the Anchor Rods. Follow the procedure as described for corner columns in step 1B. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. STEP 2: ERECT FIRST BAY ROOF FRAMING NOTE PURLINS � It Is the responsibility of the erector to provide temporary erection bracing until the structure Is completed. RIMARY FRAME RAFTER LTEMPORARY ERECTION BRACING END FRAME END POST PACING CAUTION Until rafters are bolted in place witlh purlins and flange braces installed, they are easily damaged by incorrect or careless hiandling procedures. Use extreme caution when lifting refters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the requiired clips and flange braces to the rafter before lifting since these items are more easily irnstalled on the ground. Lift rafter into place between sidewall columns and install bolts inl rafter to column knee connections. 2B: Install end bay purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the intetrior bay purlins at the frame as described in step 1C. Complete flange brace connection tco purlins. 2C: Install roof bracing systems butt do not tighten completely until the bay is plumbed. 2D: Plumb and square the first bay/. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. Plumbing and aligning a total structlural system begins with the first braced bay and continues through completion. Accurate alignment of the first bay is essential for correct alignment of succeeding bays. The hnstaller is responsible for choosing the best method suited for plumbing and aligning then structural system. STEP 3: ERECT ENDWAILL GIRTS AND FIRST INTERIOR BAY NOTE It is the responsibility of the END BAY erector to provide temporary PURLIN erection bracing until the structure Is completed. / L -TEMPORARY ERECTION BRACING END FRAME RAFTER NO BAY GIRT END POST END.ALL CORNER GIRT COLUWN 3A: After end frame is plumb and square, install endwall girts and flange braces for end post if required. 3B: Attach wall girts to the primary frame columns (see step 1C). 3C: Install eave struts (see step 10). 3D: Attach roof purlins for this bay to the two rafters. Purlins will bolt to the rafter flange in the some manner as girts to column flanges (see step 1C). Connect flange braces to purlins. 3E: Check alignment, plumb and square the two bays just erected. Tighten all bolts and bracing. EAVE STRUT END FRAME END POST STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary PURLINS erection bracing until the structure is completed. PRIMARY FRAME ERECTION BRACING Starting at the opposite end of the first bay erected, install the remaining interior frames, girts, purlins, eave struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X -Bracing should be checked that it is installed to a taut condition with all slack removed. Do not tighten beyond this state. BUTTE COUNTY BUILD11" G P P V DRMM15A ENMM11A STEP 5: INSTALL SIDEWALL PANELS NOT 5C: Sidewall panels should be installed so that the panel sidelap is in a direction away GABLE ANGLE PURLIN It is the responsibility of from the prevailing wind. (refer to appropriate lap detail included with erection the erector to provide/- EAVE STRUT temporary erection bracing drawings.) CONTACT TAPE _ until the structure is 5D: Install remaining sidewall insulation and panels, being careful to maintain correct ENDWALL GIRT �\ completed. This bracing is panel coverage. It is suggested that the foundation be malrked in increments of panel to remain in place until all width to allow visual checking of panel coverage as installation progresses. WOOD BLOCKING----,,,. roof and wall panels are BASE ANGLE/TRIM installed. NOTE: Check periodically to ensure that all panels are aligmed and plumb. LOCKING FOR GIRT ALIGNMENT CONTACT TAPE 5E: At the finishing corner of a sidewall, the Inst panel mlay required additional lap or F,y .t'v trimming for installation of corner trim refer to the details, in the erection drawings. INSULATION �N✓q�� S\1F' PANELS 5A: Before installing wall panels, the girts must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a section of gable angle vertically against the outside girt flanges at approximate mid—bay location. When girts are level, attach the girt flanges to the angle with vise grip pliers or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil canning. >\ FRAM EAVE STRUT --,,o BLOCKING NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. CONTACT TAPE SIDEWALL INSULATIONINSULATION MUST MEET ENDWALL BASE ANGLE/TRIM INSULATION TO SEAL THE CORNER CONTACT TAPE 5B: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the base, cut off the insulation a minimum of 1/2" above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Panel Double Faced Tape Notbymanufacturer) (Not by manufacturer) Note: to be used to secure Trim insulation and turn vinyl back insulation. Insulation must not be exposed to weather. Wall Panel Fiberglass Insulation to OUTSIDE of Building Wall Panel Insulation (Not by manufacturer) (See Erection Drawings) NjteL Trim insulation and turn vinyl back Insulation must not be exposed to weather. • d ,Floor Base Detail (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eove strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. PRE—DRILLED TEMPLATE SHEET STACKED SHEETS TO BE DRILLED Screw Alignment Panel 6C: Align and level girts on endwall. (Through Fastened Panel Only) 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. NOTE: ALIGNED After drilling panels, it is important to clean metal filirngs off all panel surfaces, including between panels that are not installed that dory, to avoid rust stains. STEP 6: INSTALL ENDWALL PANELS END PAN TRIM 6A: Install gable angles/supports onto the ends of purlins Band eave struts. This angle is to butt—up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjaceent sections to allow for expansion. Gable angle splices may occur on or between purlins and thie angle must be attached to each purlin and the eave strut. NOTE: Wall panel type and installation details will vary. Referr to the erection drawings and details for the specific panel used for your building. NOTE END FRAME IN Detail shhown for ribbed roof RAFTER ��,NGLE BLE panel onlly. For standing seam rake and ggable angle installation, AT see erection details. EXPANSION JOINT TYPICAL AVE STRUT BUTT LAP CONDITION 6B: See erection drawings sheeting layouts for panel stortinng dimensions, panel trim locations, and lap locations. TRIM DIMENSION IIS '' II MEASURED FROMI TRIM~! CENTER OF FIRSIT MAJOR RIB. 6E: Start at the corner, trim panel (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. STEP 7: INSTALL ROOF PANELSNOTE — It is the responsibility of the erector to provide temporary erection bracing until the tructure is completed. LIVU YYMLL PANELS PANELS is bracing is to remain n place until all roof and wall panels are installed. LOCKING FOR IGNMENT 7A: Install eave trim over top of sidewall panels and eave struts with fasteners per erection drawings eave detail. 7B: If the roof is insulated, place a continuous run of contact tape along top of eave struts at both sidewalls. Lay a starter roll of blanket insulation from eave to eave across roof and secure to contact tape. (refer to packing list for width of insulation starter roll). It is recommended that insulation be installed no more than 6 feet ahead of panels. STEP 7: INSTALL ROOF PANELS (Coni) 7C: Install the first run of roof panels across the building from eave to eave, or eave to ridge. To allow proper installation of rake trim, the starting location for the first panel must be as shown in rake details included with the erection drawings. When the fiirst run is properly located and aligned with the correct endlops and eave overhang, fasten to purlins. Roof panels should be installed so that the sidelap is in a direction away from the prevailing wind. Refer to appropriate lap detail. 7D: Install remaining roof insulatioln and panels. To avoid accumulative error due to panel coverage gain or loss, properly align each panel before it is fastened. Occasional checks shouldd be made to ensure that correct panel coverage is maintained. Special atitention should be given to fastener, mastic and closure requirements. Refer tot details with erection drawings. 7E: At finishing end of roof, the (last panels may require field modification for installation of rake trim. Refer to iroke details. DO NOT BACK LAP THROUGH FASTENED ROOF SHEETS. NOTE: Roof panel types and installlation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT. Loose fasteners, blind rivets, drill shaving, ETC. must be removed from roof to guard against corrosiion. NEVER STEP ON LIGHT TRANSMITTING PANELS TRANSLUCENT PANIELS, OR UNATTENDED ROOF PANELS. Panels May Collapse If Not Properly Secured! Roof panels must be completely attalched to the purlins and to panels on either side before they can be a safe walking swrface. Light transmitting panels or translucent panels can never be considered as a walking surface. Partially attached or unattachecd panels should never be walked on! Do Not: 1. Step on rib at edge of pone!I. 2. Step near crease in rib at edge of panel. 3. Step within 5 feet of edge nn unsecured panel. A single roof panel must never be used as a work platform. An OSHA approved runway should be used for work platforms! (IConsult OSHA Safety and Health Regulations for the Construction Industry). Safety First! NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation RAKE covered for the maximum amount of time and the panel ribs can be kept in TRIM proper alignment for the ridge panel. This is critical on the 'PBR" panels so that the ridge caps can be properly installed. Check for proper coverage as the sheeting progresses. Note panel—sheeting sequence below! STEP 8: INSTALL TRIM AND ACCESSORIES VV LIYIINV LA VL -"" GUTTER 8A: Install rake trim and gable closure;. 8B: If included with the building, installl the eave gutter, corner closures and downspouts. NOTE: Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter to guard against corrosion. 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. Refer to TION the appropriate details for installation instructions. IMPORTANT: Remove debris from roof: and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch—up any minor/mild scratches with color match touch—up paint. 01 I -r— rte' ^rte I. vv I I L_ %al.JUIN I i QUILDITNG DIVNSION DRMM15A ENMM11A ec 14 Insulation Not by manufacturer) Vapor Barrier to INSIDE of Building Eave Detail Insulation (Not by manufacturer) (See Erection Drawings) NjteL Trim insulation and turn vinyl back Insulation must not be exposed to weather. • d ,Floor Base Detail (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eove strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. PRE—DRILLED TEMPLATE SHEET STACKED SHEETS TO BE DRILLED Screw Alignment Panel 6C: Align and level girts on endwall. (Through Fastened Panel Only) 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. NOTE: ALIGNED After drilling panels, it is important to clean metal filirngs off all panel surfaces, including between panels that are not installed that dory, to avoid rust stains. STEP 6: INSTALL ENDWALL PANELS END PAN TRIM 6A: Install gable angles/supports onto the ends of purlins Band eave struts. This angle is to butt—up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjaceent sections to allow for expansion. Gable angle splices may occur on or between purlins and thie angle must be attached to each purlin and the eave strut. NOTE: Wall panel type and installation details will vary. Referr to the erection drawings and details for the specific panel used for your building. NOTE END FRAME IN Detail shhown for ribbed roof RAFTER ��,NGLE BLE panel onlly. For standing seam rake and ggable angle installation, AT see erection details. EXPANSION JOINT TYPICAL AVE STRUT BUTT LAP CONDITION 6B: See erection drawings sheeting layouts for panel stortinng dimensions, panel trim locations, and lap locations. TRIM DIMENSION IIS '' II MEASURED FROMI TRIM~! CENTER OF FIRSIT MAJOR RIB. 6E: Start at the corner, trim panel (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. STEP 7: INSTALL ROOF PANELSNOTE — It is the responsibility of the erector to provide temporary erection bracing until the tructure is completed. LIVU YYMLL PANELS PANELS is bracing is to remain n place until all roof and wall panels are installed. LOCKING FOR IGNMENT 7A: Install eave trim over top of sidewall panels and eave struts with fasteners per erection drawings eave detail. 7B: If the roof is insulated, place a continuous run of contact tape along top of eave struts at both sidewalls. Lay a starter roll of blanket insulation from eave to eave across roof and secure to contact tape. (refer to packing list for width of insulation starter roll). It is recommended that insulation be installed no more than 6 feet ahead of panels. STEP 7: INSTALL ROOF PANELS (Coni) 7C: Install the first run of roof panels across the building from eave to eave, or eave to ridge. To allow proper installation of rake trim, the starting location for the first panel must be as shown in rake details included with the erection drawings. When the fiirst run is properly located and aligned with the correct endlops and eave overhang, fasten to purlins. Roof panels should be installed so that the sidelap is in a direction away from the prevailing wind. Refer to appropriate lap detail. 7D: Install remaining roof insulatioln and panels. To avoid accumulative error due to panel coverage gain or loss, properly align each panel before it is fastened. Occasional checks shouldd be made to ensure that correct panel coverage is maintained. Special atitention should be given to fastener, mastic and closure requirements. Refer tot details with erection drawings. 7E: At finishing end of roof, the (last panels may require field modification for installation of rake trim. Refer to iroke details. DO NOT BACK LAP THROUGH FASTENED ROOF SHEETS. NOTE: Roof panel types and installlation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT. Loose fasteners, blind rivets, drill shaving, ETC. must be removed from roof to guard against corrosiion. NEVER STEP ON LIGHT TRANSMITTING PANELS TRANSLUCENT PANIELS, OR UNATTENDED ROOF PANELS. Panels May Collapse If Not Properly Secured! Roof panels must be completely attalched to the purlins and to panels on either side before they can be a safe walking swrface. Light transmitting panels or translucent panels can never be considered as a walking surface. Partially attached or unattachecd panels should never be walked on! Do Not: 1. Step on rib at edge of pone!I. 2. Step near crease in rib at edge of panel. 3. Step within 5 feet of edge nn unsecured panel. A single roof panel must never be used as a work platform. An OSHA approved runway should be used for work platforms! (IConsult OSHA Safety and Health Regulations for the Construction Industry). Safety First! NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation RAKE covered for the maximum amount of time and the panel ribs can be kept in TRIM proper alignment for the ridge panel. This is critical on the 'PBR" panels so that the ridge caps can be properly installed. Check for proper coverage as the sheeting progresses. Note panel—sheeting sequence below! STEP 8: INSTALL TRIM AND ACCESSORIES VV LIYIINV LA VL -"" GUTTER 8A: Install rake trim and gable closure;. 8B: If included with the building, installl the eave gutter, corner closures and downspouts. NOTE: Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter to guard against corrosion. 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. Refer to TION the appropriate details for installation instructions. IMPORTANT: Remove debris from roof: and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch—up any minor/mild scratches with color match touch—up paint. 01 I -r— rte' ^rte I. vv I I L_ %al.JUIN I i QUILDITNG DIVNSION DRMM15A ENMM11A ec 14 Primary Frame Detail Interior Pipe i Tube Column PF03001 Endwall Column attachment 121161 located between Purlins at Slope Notes; 1.) See ACCO916 I AC00920 for Jambi'Support Column attachment when located at same Purlin space (or adjacent Purlin space) as Endwal Column. 2.) Bridge Channel may span multiple Puin spaces when required. 3.) Wind Edge Strip Purlins, when required, do not attach to Bridge Channel. 4.) Purlins and Purlin Strut extends past Bridge Channel flange when "Optional" Overhang or Facade is required at endwall. EF09102 By -Pass Girt to Column F01124 Dec'121 01 Standard Connection - Flange Brace FB4_ Jan'14 H 01 Erection Note Lop and attachment of Girt varies refer to 'Elevation P!an" and Lap Detail for requirements. 3OLTS "CF02036 Dec'10 R00 Downhill CF02039 Portal Frame with Clip - Bolted Flush or Inset Girt P PF04018�I Flush Sidewall Girts at Portal Frame Pte, PF04050 Purlin Apr R00 Purlin Strut (When required.) Feb'11 ® 0 ® (#— _ An Erection Note Erection Note ® w/ (6)"0 A325 Bolts e� Lap and attachment of Purlin Lop and attachment of Purlin — (4)!)?0 Bolts i J"0 Bolts varies refer to Roof Plan and Lap Detail for requirements. 1 (Tj ypical at Pudins FC20_ ` -- annd Purlin Strut) Rofjer 8 o w/ (6) J"0 A325 Bolts Column Not Shown v — Bridge Channel PIPTUSE SEEEE FRAMING I Cold Formed - BCGC_ _ _ (Shown) Hot Rolled -BCG _ (Similar) __ R LOCATION Purlin Lap Symbol denoted on Roof Framing Plan (2y)^0 Bolts each ened of Purlin lap 0 See "Cross Sectiorn" _ (4) 4'0 A325 Bolts mil I I Portal Frame Rafter Bottom Flange Endwa!I Column or Column Extension for Bolt requirements c (Bolt to downhill side of Connection Plate.) ROD, WASHER or (2) 'i"O CLCli205 BLDG MFGR) unless noted on 2 —A unless noted on or NOTES: FRAME SHAPES MAY VARY. SEE FRAME CROSS SECTIONS FOR ADDITIONAL FRAME INFORMATION. }"0 A325 Bolt each end. Flange Brace FB4_ (when specified) (2) 4"0 Bolt: each end of Girt lap /. 0 10 f o l 0 b I0 ki 0 0 R 2'-4" I (2) J"0 Bolts 1 unless noted on erection drawings Girt Lap Symbol denoted on Wall Framing Elevation Erection Note Flange Braces may be required one or both sides of Column. For requirements, and locations at Main Frame and Rigid Frame In Endwall refer to "Cross Section". For requirements, and locations at Bearing Frame Endwall refer to "Elevation Plan". By -Pass Girt to Column P�CF01127 Standard Connection - Flange Brace FB6_ for FB7_ Jan '14 R 01 Erection Note Lap and attachment of Girt varies refer to "Elevation Plan" and Lap Detail for requirements. J'0 A325 Bolt each end. Flange Brace FB6_ or FB7 (when specified) (2) J'0 Bolts each end of Girt lap 10 II 01 0 b 1 (a LII 0 0 2'-4" or 5"-0" iI\_(2) 1"0 Bolts unless noted on erection drawings Girt Lap Symbol denoted on Wall Framing Elevation Erection Note Flange Braces may be required one or both sides of Column. For requirements, and locations at Main Frame and Rigid Frame in Endwall refer to "Cross Section". For requirements, and locations at Bearing Frame Endwall refer to "Elevation Plan". Purlin to Rafter Standard Connection - Flange Brace FB4_ "CF02036 Dec'10 R00 Purlin to Rafter Standard Connection - Flange Brace FB6_ or FB7_ CF02039 Portal Frame with Clip - Bolted Flush or Inset Girt P PF04018�I Flush Sidewall Girts at Portal Frame Pte, PF04050 Dec'10 X00 Apr R00 Feb'11 Heavy Clip (Shown) PC28— Portal Frame Sidewall Girtt Erection Note Erection Note w/ (6)"0 A325 Bolts _ Lap and attachment of Purlin Lop and attachment of Purlin or Standard Clip Stant r i J"0 Bolts varies refer to Roof Plan and Lap Detail for requirements. varies refer to Roof Plan and La DetaB for re uirements. P q no r 0e FC20_ Main Building g j Rofjer 8 o w/ (6) J"0 A325 Bolts Column Not Shown See "Cross Sectio Purlin Lap Symbol denoted on Roof Framing Plan (2)"0 Bolts each end of Purlin lap Purlin Lap Symbol denoted on Roof Framing Plan (2y)^0 Bolts each ened of Purlin lap 0 See "Cross Sectiorn" for applicable Clio I I Portal Frame Rafter Bottom Flange for Bolt requirements c E: Bolts R (2) J"O Bolts R or (2) 'i"O CLCli205 rrm unless noted on 2 —A unless noted on or • erection drawings erection drawings PC9_ 0 0 O • . r � 0 0 I O q0 � • PC60 Field Boltedd or Welded for Field Locatted Framed I i O i 0 fret 0 Openings ' ® O i ® 0 Oo i l#12Ang I1p t LOP 1oP Qon°f�rO�e� (1) Fastener 12-14 x 1" P.H. DP3 Door Jamb SCP I at each end Note: Factoory Located Framed Openings Attach PC22_ Sheeting Clip to Factory IWelded Clips at Portal Frame Rafter ! i CL292 or PC30_ Structural Fastener 6" on center Sheeting Clip CL207 or PC29_ for Inset (Shown) Sheeting Clip (1) Fastener #12A (2 minimum) Door Jamb Clip CL292 or P (;_ for Flus x P.H. DP3 To Be to Portal J"0 A325 Bolt CL234 attach with 1 Fastener 32A at each at each end n Frame Rafters Bottomd Flange each end. Flange Brace or at each end Building (Sees Detail Above) FB4_ (when specified) P ) Flange Brace 470 A325 I Bolt PC7_ Frame Column Column Attach Flange Brace to Rafter F86_ or FB7_ (when specified) each end.. ColumnoaiFrame Portal Frrame and "Field Bend" to attach to ��"0 Bolts lower Purlin web hole located _ 2'-4" from center of Rafter. Portal Frame Column 0 Erection Note Flange Braces may be required one or both sides of Rafter. o O For requirements, and locations at Main Frame and Rigid Frame in Endwall refer to dross Section", For requirements, and locations at Erection Note Flange Braces may be required onee or both sides of Rafter. CL292 or PC30_ _ — Bearing Frame Endwall refer to Roof Plan". For requirements, and locations at Main Frame and Rigid Frame In to "Cross Section". Sheeting Clip (1) Fastener #12.A PC22_ SheetingSldewa!! Girt Structural Fatenler Endwall refer For requirements, and locations at 4 All Bolts 4"0 unless s ecified otherwise p Sheeting CII PC22_ 12-14 x 1" P.H. DP3 at each end 6" on center 2 minimum CL2292 Sheeting Clip ( ) Bearing Frame Endwall refer to attach with Fastener #55 (1) Fastener #12A �P.ggf P te, NOTE: FRAME SHAPES MAY VARY. (Minimum 4 x ljf (2) rat 6ed)c. SIDEWALL 12--14 x 1" P.H. DP3 ateeach end SEE FRAMING PLAN FOR PORTAL FRAME LOCATIONS BUTTE COUNTY BUILD NO DIVISION Q) 0 0 0 .on } C E o gF h 0 gq O U o o Ca c 00 to CC W F48 o0) �n O OU •' � ^ Z Z _J "v U a mZ0 on 0 V) V �� 14) LJ 90)Z C C Ga R G C C N� U.1 f c 2 (a => 0 110 0) V I El ❑ Wa0)W In Z Q 00 p N w of < o_ E �5�vi oZLr) O U V -)04D O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. • LDG Job Number: 15—B-17124-1 Sheet Number. • R5 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM1IA CJ No. CA50732 EXTENDED CONNECTION PLATE FLANGE FILLET AND BRACKET TO FLANGE THICK S 1/4" 3116- 5116 " /16"5/16" 1/4" 3/8" 1 5/16" 0" TO 1116- -1-0 FILLETS NOT ALLOWEDto ON CRANE BRACKETS EXCEPT AS NOTED ON W56. USE DETAILS B2 AND B3 ON CRANE BRACKETS WERE FILLET WFI nS ARE NOT ALLOWED. T = 3/8" OR LESS FLUSH OR RECESSED CONNECTION PLATE AND BRACKET TO FLANGE B2 0" To 1/16" ii T = 3/8" OR LESS GOUGE GENERAL NOTES WS -11A Date Issued: EXTENDED, FLUSH (OR RECESSED CONNECTION PLATE AND E?RACKET TO FLANGE ROOT FACE PER PPS BACK GOUGE 1/2" TO 2" AND DETAILS October 30, 2015 DETAIL B GENERAL USAGE GUIDELINES CONDITION LIMITS DETAIL TO USE THINNER PLATE THICKNESS FLANGE THICKNESS LESS THAN OR EQUAL TO 3/8" B1 UNDER 1/4 CONNECTION PLATE IS EXTENDED PAST FLANGE ENOUGH TO ALLOW REQUIRED FILLET SIZE 3/16" FLANGE TO CONNECTION PLATE FLANGE THICKNESS LESS THAN OR EQUAL TO 3/8" CONNECTION PLATE IS FLUSH TO RECESSED TO FLANGE SURFACE B2 5/16" FLANGE THICKNESS GREATER THAN 3/8" 133 0VER 5/16 BRACKET FLANGE THICKNESS LESS THAN OR EQUAL TO 3/8" B2 CRANE BRACKET TO FLANGE BRACKET FLANGE THICKNESS GREATER THAN 3/8" B3 NON—CRANE BRACKET TO FLANGE NON—CRANE BRACKET FLANGE THICKNESS LESS THAN OR EQUAL TO 3/8" B1 BJ NON—CRANE BRACKET FLANGE THICKNESS GREATER THAN 3/8" WEDLED PLATE THICKNESS LESS THAN OR EQUAL TO 3/8" B1 COLUMN FLANGE TO MOMENT BASE PLATE IS EXTENDED PAST WELDED PLATE ENOUGH TO ALLOW REQUIRED FILLET SIZE 1. ALL SAW WEB TO FLANGE WELDS TO BE CON77N000S ONE SIDE ONLY UNLESS WELDED PLATE THICKNESS LESS THAN OR EQUAL TO 3/8" B2 PLATE, STIFFENER TO CONNECTION PLATE OR ANY CONDITION CALLING FOR DETAIL B BUT NOT MENTIONED I PLATE DOES NOT EXTEND PAST WELDED PLATE ENOUGH TO ALLOW REQUIRED FILLET SIZE WELDED PLATE THICKNESS GREATER THAN 3/8" ABOVE.B3 DETAIL f?- 7A SEE NOTE C2 IN DETAIL C -1A FLANGE TO CONNECTION PLATE AND BRACKET TO FLANGE BACK GOUGE 20 0-1/16" Lu WEB THIS SIDE OF PLATE FOR FLANGE SPLICE O C9 SAW 0-3/16" WEB THIS SIDE OF PLATE FOR FLANGE SPLICE O NOTES BACK GOUGE D-1/16" OO WEB THIS SIDE OF PLATE FOR FLANGE SPLICE C2 h CK GOUGE SAW 1 R N tl O" — 718' \ o O N We THIS SIDE OF PLA 7E/� Z A FOR FLANGE SPLICE li '17BACK GOUGE SAW 60' BACK GOUGE j SAW 0-1 16" WEB THIS SIDE OF PLATE FOR FLANGE SPLICE R p 0" — 1 8" Q� 0 2 WEE THIS SIDE OF PLATE FOR FLANGE SPLICE DETAIL C- 1A SPLICE WELDS FLAT OR HORIZ. BACK GOUGE 445' ro 0 — 1/116" O jWEB THIS SIDE OF PLATE FOR FLANGF SPLICE BACK GOUGE GWN 45' AW / 0" — 1//8" R WEB THIS SIDE OF PLATE ^ FOR FLANGE SPLICE O ti h C2 ANY PREQUALIFIED OR PROCEDURE QUALIFIED" CJP WELD MAY ALSO BE USED FOR DETAILS B AND C, WITH A WRITTEN NCI APPROVED WPDS. 1:2 1/2 THICKNESS 7RANSIT70N REQUIRED FOR CANADA PROJECTS TABLE 2 GENERAL FILLET WELDS SINGLE PLATE WELDS ONE SIDE BOTH SIDES THINNER PLATE THICKNESS FILLET SIZE FILLET SIZE UNDER 1/4 3/16" 3/16" 1/4" 1/4" 3/16" 5/16" 5/16" 1/4" 0VER 5/16 5/16" 5/16" TABLE 3 SINGLE PLATE WELDS BOTH SINGLE SIDES PLATE FILLET THICKNESS SIZE 1/4 3/16 5/16 1/4 3/8 1/4 BACK GOUGE 20 R=1/4" ILO — 1/ C5 J DRMM15A ENMM1IA BUTTE C'NT°t (:r w� 4,F3tlt, 1LD!F G P�sI'ti IS11ON a , .F.w S",a,I` C050732 a U GENERAL NOTES m� 1. ALL SAW WEB TO FLANGE WELDS TO BE CON77N000S ONE SIDE ONLY UNLESS N07ED ON FABRICATON DOCUMENTS. 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER, THAN 1/16. MAXIMUM FILLET ROOT PERMITTED IS 3//16. SEE DETAIL D—lA ON THIS SHEET. J. FILLET WELD SIZE IS NO GREATER THAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIAIF_ WELDING PROCEDURE SPECIFICA770NS FOR ALL WELDS, e 0 .4 5. ALL CLIPS SHOULD BE WELDED AT 90—DEG TO THEIR SUPPORPING SURFACE UNLESS U OTHERWISE NOTED IN THESE DRAWINGS OR 77 -IE PROJECT SHOFI DRAWINGS. � p 6. SC2 AND SC280 FLANGE BRACE CLIPS SHOULD BE ALIGNED W77H THE PURLIN/GIRT CLIP ABOVE REFER TO DETAIL ON SHEET WS -5. FILLET INCREASE AT :SKEW INSURE THAT FILLET LEG SIZES ARE ACHIEVED GAP DIUE TO SLOPE BEVEL OR SLOPE w (— 2:10 = 9 DEGREES p° Li 4:12' = 18 DEGREES 0 FOR SLOPE BETWEEN 2.12 AND 4:12 INCREAISE FILLET 1/16". FOR 4:12 SLOPE AND GREATER USE CJP. GENERAL NOTE NO 2 IS IN ADD1770N TO SKEW INCREASE MAX. OPENING ALLOWED IS 3/16. THEN USE CJP. } IF REQUIRED FILLET EXCEEDS 5/16 THEN USE" CJP. G o DETAIL A- 7A c� C m q Fq 0 x c O U V o o o a U y J Lo do, U W 'a L) (1)0 ® ❑ �^ mzo V) (D ° �r�iw .V 9rnz c c Ga i/ q V ` E ` INCREASE FILLET IDEAL FIT—UP FIT—UP GAP BY AMOUNT OF GAP ` 4` N Co ❑ ❑ of Nza0 o 11 ETN W K Q En S ? c FILLET DESIGN SIZE DESIGN FILLET SIZE' FILLET�°� a o w 3 GAP 1/8" 3/16" 1/4" 5/116" ' a a z � v 1n N : ° p REQUIRED GAP REQUIRED FILLET S/Z[E FILLET Scale: NOT TO SCALE 1/16" 3/16" 1/4" 5/16" 3i/8" SI Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 1/8" 1/4" 5/16" 3/8" 7/116" USE CJP 1 Project Engineer. • LDG 3/16" 5/16" 3/8" 7/16" 1/2" Job Number: 15—B-17124-1 SEE NOTE 2 DETAIL D- 9A FILLEF INCREASE Sheet Number. • R6 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. DRMM15A ENMM1IA BUTTE C'NT°t (:r w� 4,F3tlt, 1LD!F G P�sI'ti IS11ON a , .F.w S",a,I` C050732 GENERAL NOTES AND DETAILS WS -1B Date Issued: October 30 2015 PREPARE THIN PLATE 2 1/2 PER WPS 1 PREPARE THIN PLA. TE GRIND THICKER FLANGE PER WPS 7�2 1/2 KELD 7RANS177ON 1 PREPARE THIN PLATE PEP, KPS 2 1/2 WELD TRANSITION 1 PARTIAL DEPTH END PLATE `,( ON THINNER FLANGE �,,� . �:j ON THINNER FLANGE-�,_ :1 0" - 1/8" FLANGE THICKNESS TRANSITION 0.- 1/8' ' I FLANGE THICKNESSII --��T--RANS177ON 0.- 1/8" FLANGE THICKNESS TRANSITION BB* (see note 1) WELD TRANSITION GRIND WIDER FLANGE NA 2 1/2 1 F77' f ON SMALLER FLANGE 2 1/ 1 r-- 2 1/2 1 D 7RANS177ON WIDER FLANGE AS SHOWN 77RANSIT70N FLANGES AS SHOWN WELD MANS177ON �� ON SMALLER FLANGE TRANSIT70N SMALLER EEL--? WS -5 FLANGE AS SHOWN FLANGE WIDTH TRANSITION L FLANGE WIDTH 7PANS177ON Ag I Mezzanine Beam WS -5 FLANGE WIDTH TRANSITION OPTION -1 OPTION -2 OPTION -3 TRANSITION ACHIEVED BY GRINDING OF TRANSITION ACHIEVED BY COMBINA77ON OF TRANS177ON ACHIEVED BY WELDING ON WIDER/THICKER PART WELDING AND GRINDING SMALLER/THINNER PART FOR CANADA JOBS ONL Y TRANSITION CAN BE ACHIEVED BY WELDING ON THE THINNER/SMALLER PLATE (OP77ON-3), BY GRINDING THE THICKNEF111VIDER PLA Tc (OP77ON-1) OR BY A COMBINA77ON OF BOTH (OP77ON-2) TO GET THE REQUIRED 1:2 1/2 TRANSITION. AT KNEE CONNECTION PLATES THIS TRANSITION MUST BE ACHIEVE BY USING OPTION -3, WELDING ON THE T1411VNER/SMALLER PLATE DO NOT MODIFY 7HE KNEE CONNECT70N PLATE TO GET THE REQUIRED 1:2 1/2 7RANS177ON. FOR STEPPED THICKNESS, THINNER PLATE END PREPARA7701V MAY BE USED /F 77?ANS177ON OF THICKER PLATE IS PREPARED PRIOR TO WELDING. END PLATE WELD GUIDANCE FOR GENERIC BEAMS BASED ON PARENT PIECE MARK PARENT MARK PREFIX DESCRIPTION PARTIAL DEPTH END PLATE FULL DEPTH END PLATE SHEET DETAIL SHEET DETAIL BB* (see note 1) Bracket NA WS -2 Below Eave Bracket 1 in. (2.5 cm Crane End Stop End Plate Weld Requirements must be provided by the design engineer. BG* Beam OR Girt WS -5 M-5 and L-5 WS -5 Detail 0-5 BM* Mezzanine Beam WS -5 M-5 and L-5 WS -5 Detcil 0-5 BP* Purlin, Post or Column Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BR* Roof Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BS* Spandrel Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BW* Wall Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BE* Underhung Crane Bracket Extension NA WS -6 Underhung Crane Bracket Extension 1. Refer to WS -2 for at eave canopy and lean—to brackets. Refer to WS -6 for crane brackets SEAL WELD NOTES. • 1. SEAL WELDS SHALL ONLY BE PROVIDED WHEN SPECIFICALLY REQUESTED ON THE SHOP DRAWINGS. 2. SEAL WELDS SHALL MEET ALL THE SAME QUALITY AND WORKMANSHIP REQUIREMENTS AS ANY OTHER WELD ON A MEMBER AND CRITERIA OF SECTION 1.5.8 OF THE NCI WELD MANUAL AND CLAUSE 5.4.10 OF CSA W59-13. J. SEAL WELD SIZE SHALL BE PER TABLE 2 SHOWN ON THE WELD STANDARD DRAWINGS 4. FOR MEMBERS REQUIRING SEAL WELDS NCI WILL PROVIDE MEMBERS TO MEET CLASS l OR CLASS lI CRITERIA AS DEFINED BY AMERICAN GALVANIZERS ASSOCIATION (AGA) UNLESS OTHERWISE SPECIFICALLY REQUESTED BY THE CUSTOMER. PROPER VENTING FOR OVERLAPPING PARTS SHALL BE PROVIDED IN THE FORM OF UNWELDED PORTIONS OR HOLES PER TABLE4 SHOWN ON THIS SHEET FOR ALL MEMBERS TO BE HOT DIPPED GALVANIZED AFTER FABRICATION. SEA L WEL DS B(J T T COUNTY 13U!I._D,',N!G DIVISION 5 rf 1 ec DRMM15A ENMM11A I Table 4 VENT HOLES FOR OVERLAPPED AREAS FOR STEELS 1/2 in. (12.75 mm) OR LESS 1N THICKNESS OVERLAPPED AREA in.2 cm2 VENT HOLES UNWELDED AREA UNDER 16 (1 OJ) NONE NONE 16 103 TO UNDER 64 413 ONE J/8 in. 1 cm 1 in. (2.5 cm 64 (413) TO UNDER 400 (2580) ONE 7 2 in. (1.25 cm) 2 in. 5.1 cm 400 2580 AND GREATER, EACH 400 2580 ONE 3 4 in. J1.91 cm 4 in. (10.2 cm) VENT HOLES FOR OVERLAPPED AREAS FOR STEELS GREATER THAN 1 2 in. 12.75 mm 1N THICKNESS OVERLAPPED AREA in.2 cm2 VENT HOLES UNMELDED AREA UNDER 16 (1 OJ) NONE NONE 16 103 TO UNDER 64 413 NONE NONE 64 (413) TO UNDER 400 (2580) ONE 112 in. 1.25 cm 2 in. (5.1 cm) 400 2580 AND GREATER, EACH 400 2580 ONE J14 in. 1.91 cm) 4 in. (10.2 cm) SEA L WEL DS B(J T T COUNTY 13U!I._D,',N!G DIVISION 5 rf 1 ec DRMM15A ENMM11A I NEAR SIDE AND FAR SIDE I 3/16 3/16 V O L - BYPASS GIRT O ALTERNATE EAVE STRUT SUPPORT ANGLE DETAIL B -1A GRIND FLUSH _"�r CANOPY AT FLUSH COLUMN DETAIL 8 - GRIND FL TABLE 2 I DETAIL B - R SIDE AND SIDE fA O EAVE CANOPY OR FACADE BRACKET NEAR SIDE AND FAR SIDE 3/16 3/16 V 11 11 (IF NEAR SIDE AND 3/16 NEAR SIDE AND 3/16 LEAN TO BRACKET D ETAIL F- 2 COLUMN EA VE CONDITIONS TABLE 2 TOP AND BOTTOM FULL LENGTH IF BOTH SIDES OF I TOP AND D = 10" OR LESS 3" r I ® STIFFENER DETAIL 8-1/1D DETAIL F-2 VARIES DH" MAY BE SAW WELD PER TABLE 2 N TABLE 1 TABLE 2 TABLE 1 DETAIL B -1A FROM CAP PLATE TO STIFFENER DETAIL E-2 TABLE 2 \ 3/16 3" TABLE 2 r- DETAIL C -1A ' TABLE 1 S.A.W. FULL LENGTH OF FLANGES MAY INCLUDE CONNEC77ON PL. DETAIL C -1A -� 3/16 TYPICAL BRACE. REINFORCEMENT 3/16 TYPICAL COLUMN WELDS STRAIGHT OR TAPERED DETAIL B-ff TYP. DETAIL G-2 BASE PLATE rABLE 2 RIGID FRAME COLUMNS WS -2 Date Issued: October 30, 2015 O O WELD COPED GUSSET PER O O TABLE 2 WHEN PRESENT TABLE 2 FULL LENGTH IF D = 10" OR LESS 3" DETAIL F-2 VARIES L 0 0 TABLE 2 SECTION H VIEW TABLE 1 FROM CAP PLATE DETAIL B-IA TO STIFFENER DETAIL B-lA DETAIL C-fA 3/8" OR LESS II � I I WELD 7RANSI7ION FOR CANADA SEE WS -1B II DETAIL C- 1A WELD TRANSITION FOR CANADA SEE WS -1B WELD TRANSITION FOR CANADA SEE WS -18 DETAIL E-2 )TICE - WHEN FLANGE IS SLOPED LOCATE .LET WELD ON OUTER SIDE OF FLANGE BASE PLATE IS EXTENDED ENOUGH TO ALLOW. FER TO DETAIL D -1A FOR WELD GUIDANCE ON FILLETS AT SKEWED JOINTS. DETAIL B- 1A TABLE 2 TYP. TABLE 2 TYR. I In �-(TABLE 2 DETAIL C- t A I STRAIGHT OR TAPERED EAVE STRUT BRACKET TO BE WELDED IN PLACE AFTER THE COMPLETION OF THE HAUNCH WELD TABLE 2 TABLE 2 ur_ TA DE 5 ,4 0 NCI KNEE CONNECTIONS MAY VARY AS SHOWN DETAIL B -1A TOP AND BOTTOM TABLE 2 BOTH SIDES OF I TOP AND COLUMN FLANGE BOTTOM r I ® STIFFENER TABLE 2 TABLE 2 GMAW VNELD 3" PAST BOSS TOP AND B01FTOM SINGLE -PLATE (if present) BEL 0 W EA VE BRA CKE T TABLE 2 WELD CONTINUOUS 1 1/2" BEYOND BOLT GROUP or SINGLE PLATE, ON SIDE OPPOSITE FROM SAW WELD. WHEN HOLES ARE 13/16" L� O l e AND LARGER IN THE FLANGE OR WHEN HOLES ARE 13/16" AND LARGER IN THE WEB AND WITHIN 12" OF A FLANGE OR SINGLE PLATE WITH 13/16" AND LARGER IS ATTACHED TO FLANGE COLUMN AT h4EZZANINE BEAM OR ATTACHED TO WEB WITHIN 12" (WHEN REQUIRED) OF FLANGE 'E 2 BUTTE COUNTY FUNDI`> G DIVISION B -1A !k _ r" � VE MOMENT BASE PLATES } G o � � o ® V o b �t o �a 0Co ko O 6L n O U 0 U ® ❑ as' C 2 .' Q) mzo 1n �Mw o �0z C C C y �F E c E� to o� Lo QLi, 1 L1 El N awWrn��aQ C3 (if WC�Sz(E a.<rzJ l U v> N J O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by TJD 12/14/15 Project Engineer: LDG Job Number: 15-B-17124-1 Sheet Number. • R8 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A �o�rssoJ No. CO50732 ec FULL OR PARTIAL DEPTH S77FFENERS AS DETAILED TABLE 2 }— TABLE 1 CONT. 1 1/2" BEYOND CONN. HOLES DETAIL C- IA AT FLANGE TABLE 1 FOR FULL DEPTH STIFFENERS TABLE 2 RIGID FRAME RAFTERS WS -3 Date Issued: October 30, 2015 V TABLE 2 GMAW WELD 1 1/2" PAST BOLT DETAIL B- 1A DETAIL C-lA PATTERN FOR 13/16" HOLES AND LARGER IF BOLT PATTERN IN WEB THICKNESS TRANS177ON FOR CANADA SEE WS -IB IS WITHIN 12" OF FLANGE. DETAIL B- 1A 3/16 DETAIL C-lA p K" - PIPE OR TUBE COLUMN 12" OR FULL OR PARTIAL DEPTH ® 0 LESS S77FFENERS AS DETAILED 0 0 TABLE 1 J. TABLE 1 TABLE 2 3" TABLE 2 • TABLE 2 X X AlL C -1A THICKNESS 77?ANSI770N FOR CANADA SEE W3 -IB TABLE 1, S.A.W. DETAIL C -IA DETAIL B -1A K"a FULL LENGTH WELDER ID STAMPS - ON FAR SIDE SECTION K VIEW (NEAR INNER FLANGE WITHIN 6" OF END) DETAIL B -1A FULL OR PAR77AL DEPTH STIFFENERS AS DETAILED DETAIL C- IA PIPE OR TUBE COLUMN DETAIL B-lA TABLE 2 TABLE 1 CONT. 1 1/2" BEYOND CONN. HOLES DETAILS -IA, FLUSH COND1770M GRIND WELDS FLUSH WVEN FLANGE HAS HOLES RAFTER INTERIOR SUPPORTS TABLE 1 FOR FULL DEPTH STIFFENERS TABLE 2 r=A TABLE 1 CONT. BETWEEN STIFFENERS TABLE 2 TABLE 2 - TABLE 2 WF OR BUILT-UP COLUMN COLUMN PINNED CONNECTION (ALL HOLES INSIDE OF FLANGES OR STIFFENERS) - SAW PULL-THRU WELDER OPERATOR - HAND FITTER RAFTER TAPER MAY VARY AS SHOWN - HAND WELDERS (CENTER ON FLANGE) TYPICAL RAFTER WELDS DETAIL B -1A DETAIL B-lA TABLE 1 FOR FULL DEPTH S77FFENERS TABLE 2 ?N�A��A6LE 1 CONTINUOUS BETWEEN STIFFENERS AND 1-1/2" BEYOND OUTER CONNECT70.N HOLES DETAIL B-1/1 DETAIL E-2 DETAIL B-lA TABLE 1 3" FOR BUP TABLE 2 WF OR BUILT-UP COLUMN COLUMN MOMENT CONNECTION (HAS BOLTS OUTSIDE OF FLANGES OR STIFFENER) WELD COPED GUSSET PER TABLE 2 WHEN PRESENT (T1P.) B- 1A J116 � TABLE 2 WELD COPED GUSSET PER TABLE 2 WHEN PRESENT (TYP.) THIS Slll-htlVtK WILL HAVL HULtJ AND MAY OCCUR ON ONLY ONE SIDE OF WEB HIP RAFTER STIFFENER FOR SKEWED RAFTER SUPPORT BUTTE COUNTY BUILDI�NIG DM%ElC 1 1 ■ ORMMI5A ENMM11A 1 ENGINEER TO SPECIFY COLUMNS WELD SIZE WS -4 Date Issued: October 30, 2015 WPS#s OR WPS#6 OR m 3/16 2PF1 3/18 2TF1 ® ® 0 t 3/16 3/16 �� WPS #7 OR #8 3/16 3/16 T I OR 2P�4 MAX #8 TABLE 2 t ✓P WELD I I S T= 0.432" MAX TABLE 1 S.A. W. TABLE 1 S.A. W. I I ROOT = PER WPS 4 -\FULL LENGTH FULL LENGTH I ®so 1/4" S t -1 " OF FLANGES OF FLANGES. F PER W'S _o CJP WELD TABLE 2 FROM N ^ TABLE 2 FROM a OP TIO_NA L CAN TI L E VER BASE PLA TE CAP PLATE CAP PLATE F i I o STRAIGHT COLUMN WITH DOWN 12" — i/ DOWN 12" COMMERCIAL STEEL I DEPTH RESTRICT7ONS BACKING RING I I CONT. CHANNELI I WELD PER STIFFENER TO FLANGE DETAILS ON WS -5 DETAIL C -1A DETAIL H-4 DETAIL I-4 I SEE WS -5 FOR WELD DETAIL H-4 TABLE 2311111, I I DETAIL C -1A HSS ROUND SPLICE m I o I I TABLE 1 S.A.W. If— FULL LENGTH 2 II OF FLANGES DET ,L C—fA II 3/16" LENGTH PER DESIGN T I I II TABLE 1 S.A.W I 2PS2 (B-Lla-GF) II TABLE 1 S.A.W. FULL LENGTH I I T = 3/8 MAX. } II FULL LENGTH OF FLANGES. 1 I OR WPS#Ba C II OF FLANGES �I - T =UNUM. co € o II �" II \ ROOT= PER WPS I I XN7 CUFTABLE 2 FROM N ASE PLATE ~PF_R WPSGEND OF FLANGE P 12" I I O m R o UP 12" I I V o o 2 o A II A TABLE 2 CARBON STEEL I I L1 • 00 c u U — -- --- BACKING I I C o rn II DETAIL B -1A TYP. � � ,r, V II DETAIL J-4 N M o S p U ®❑ II 3/16"UNa II SECTION A—A TABLE 2 C C WPS0 OR WPS#6 OR z JWz II TABLE 2 _ TABLE 2 3 16 2PF1 3 16 2�1 "'' avi m Z -J II TABLE 2 DETAIL 1-4 / V a (0 -J BMW . RECTANGULAR TUBING SPLICE PIPE REC T TUBE • y R °' Z c c II TABLE 2 O II • • WELDS LARGER THAN THESE STANDARD SIZES MAY BE REQUIRED c ° c II REFER TO FABRICATION DOCUMENTS Ld $� B p B SEC710N C -C II DETAIL B— 1A IN TER/OR PIPE OR TUBE COL LIMNS = `a U S DETAIL J-4 FIXED BASE CANTILEVER COLUMN ❑ ❑ CANTILEVER COLUMN B—B CANTILEVER BASE PLA TE ----- ANY PREQUALIFIED OR PROCEDURE QUALIFIED" FULL PEN WELD MAY ALSO BE USED WITH COMPANY APPROVED WPS J NZUZ 6 TABLE 2 3/16 3/18 3/18 I I — w a 1 11 TABLE 2 I I TABLE 2 I I E Z S J w .3 o<�o II U (nNJ O II II J o_ZZ� ° I I s® I I I I NO WELD REQUIRED Scale: NOT TO SCALE ON THIS SIDE Drawn by. EMH 12/14/15 TABLE 2 TABLE 2 STIFFENERS 3 18 Checked by. TJD 12/14/15 11 11 TABLE 2 11 — TABLE 2 / I I i t I I 3/16 11 3/16 Project Engineer- LDG I I 3/16 i 3/16 I I Job Number: 15-B-17124-1 II II I I 3/16 11 I I II Sheet Number.- R10 of 24 I I i i 3/16 F7 The engineer whose seal appears hereon is an employee I) II 11 3/16 for the manufacturer for the I I i t I I materials described herein. Said II II II II II seal or certification is limited II II II II to the products designed and I I11 I I TABLE 2 manufactured by manufacturer it TABLE 2 TABLE 2 I I TABLE 2 11 only.The undersigned engineer is TABLE 2 not I I i i i i 11 theoverall thisproject. r of record I I Ronald W. Bennett, P.E. / TABLE 2 California P.E. C050732 TABLE 2 TABLE 2 —{ TABLE 2 DRMM75A ENMM7IA TABLE 2 ENDWALL COLUMN ENDWALL COLUMN ENDWALL COLUMN ENDWALL COLUMN CORNER COLUMN(FLUSH OR' INSET GIRT) (AT RIGID FRAME) (BYPASS GIRT) (BYPASS GIRT) �4�,,. BUTTE COUN I Y BUILDING DIVISION PP Rk"'DU� � No. 0050732 ec 1 NCI PURLIN/GIRT CLIP _ 0 TABLE 2 } TABLE 2— G ` TABLE 2 VSC2, SC280 0 STANDARD SHEAR CONNECTION AND COPES TABLE 2 O o R co 0 WELD OUT FLUSH WITH ROD TANGENT AS SHOWN SECTION A VIEW v a o o TABLE 2 d 00 CO N FOR WEB 3/8" OR 771/CKER48 o a' FOR FLANGE 3/B" OR THICKER U � y o:m o 0 D 4 4 E 45' 45' o z U t` / D pQ SC2 AND SC280 DETAIL T' ® ❑ ^_. 2 a U) U - Z O o DETAIL B -1A V n 'o °� r) LU TABLE 2 2PF1 OR IMP 3/16 - °' z c c HOT ROLLED BEAM OR CHANNEL OR W E=D/4 MIN TABLE 2 C p c G � to / E' --D14 MIN ¢ Lk D 4 4 SECTION Q o WHEN USED O FOR WEB 5/16" ]NICK OR LESS FOR FLANGE 5/16" THICK OR LESS DETAIL B -1A ❑ ❑ HOT ROLLED BEAM OR CHANNEL SPLICE GENERIC BEAM DETAIL 0-5 _ wo�� • 5/16 FILLET W ¢ rn w w OR E=D/4 M1N WHEN USED 3/1 THICKEKING PLA TE Z FOR R PLATE v Q 4 SCI, SC19, SC74 af EXCEPT PURLIN/GIRT PURLLN/GIRT CLIP w BRACE ROD CONNECTION TABLE 2 (sc1, SC19, SC74) o Z s o CLIP PIPE STRUT Z��W 3 SC89, SC91, SC93 -_ U N N J O 0 �ZJ 3/16 SEE DETAIL K-5 TABLE 2 DETAIL K-5 Scale: NOT TO SCALE Drawn by. EMH 12/14/15 SEE DETAIL K-5 WING PLATE Checked by. TJD 12/14/15 FOR ROD BRACING Project Engineer. • LDG TABLE 2 TABLE 2 TABLE 2 TABLE 2 Job Number: 15-B-17124-1 3/16 3 6 Sheet Number. • R11 of 24 TABLE 2 AT FLANGE TACK 3/16 The engineer whose seal WIT}fi'HOLES J/16 TABLE 2 appears hereon is an employee "CHAMFER SEE DETAIL K-5 for the manufacturer for the BEAR/NG STIFFENER ROD BRAC/NG WING PLATE materials described herein. Said GIRT CL.1P seal or certification is limited (SCS, SCGIR SC57, SC272) EXCEPT GIRT CLIP TABLE 2 to the products designed and NO CAP WELDING GIRT CLIP TABLE 2 manufactured by manufacturer TABLE 2 f OF STIFFENERS (SC325, SC326, SCJ27, SC328) TABLE 2 EACH ANGLE XHa notonlthe undersigned engineer is TABLE not the overall engineer of ATTHLANGHOLEs FLANGE CLIPS & KIEB CLIPS EACH ANGLE 0 record for this project. COLUMN TO r—� TABLE 2 STIFFENER WELD/NG DETAIL — RAFTER CLIP Ronald W. Bennett, P.E. FOR MEMBERS TO BE HOLES VARY California P.E. C050732 TABLE 2 DRM+AI5A ENMMitA EACH ANGLE 4" TABLE 2 PRIMED or PAINTED 10 TABLE 2 SECTION X" WIND STRUT FULL DEPTH STIFFENER "CHAMFER REQUIRED AT CORNER TO ALLOW HOT -DIP R krJV ESSIO GALVANIZING TO FLOW�{ NO CAP WELDING fOF STIFFENERS BUTTE CCOlUIN11 `� CID I_U!11'"'' Di' EIAION t" Ho. i }:1V7J2 _DJ TABLE 2 TYPICAL STIFFENER WELDING DETAIL A �� F ` FOR MEMBERS TO BE ''Ap C PINCH STIFFENER HOT—DIPPED GALVANIZED DecC AS ec 14, 2015 BEAM WELDING m� TABLES 3/16 WS -5 Date Issued: October 30, 2015 TABLE 1 WELD NOT REQUIRED FLUSH NO WELD REQUIRED TABLE 2 SC1, SC19, SC74 TABLE 2 SEE NOTE 0 271 OR WPSf6 TABLE 2 TABLE 2 4 U 3 16 NO WELD REQUIRED q) 0 0 3/16 _ -- NOTE. • IF CONNEC770N PLATE IS 3/8 THICK OR MORE THEN WELD PER DETAIL B. STABILIZER PLATE DETAIL L-5 DETAIL M-5 SCJ, SC56, SC57, SC272 IF READ TABLE 3 PARTIAL DEPTH END PARTIAL OR FULL DEPTH END DETAIL N-5 SC325, SCJ26, SCJ27, SC328 TABLE 2 SINGLE PLATE CONNECTION PLATE RECESSED AT FLANGE PLATE FLUSH AT TOP FLANGE END RAFTER SINGLE PLATE CONNECTION ---- LEAN-TO OR END PLATE CONNECTION END RAFTER AT CORNER COLUMN STRAIGHT OR TAPERED BEAM DETAIL K-5 / RADIUS OF COPE TO BE 1/2° MIN. 'A aI SCI, SC19, SC74 0 NCI PURLIN/GIRT CLIP _ 0 TABLE 2 } TABLE 2— G ` TABLE 2 VSC2, SC280 0 STANDARD SHEAR CONNECTION AND COPES TABLE 2 O o R co 0 WELD OUT FLUSH WITH ROD TANGENT AS SHOWN SECTION A VIEW v a o o TABLE 2 d 00 CO N FOR WEB 3/8" OR 771/CKER48 o a' FOR FLANGE 3/B" OR THICKER U � y o:m o 0 D 4 4 E 45' 45' o z U t` / D pQ SC2 AND SC280 DETAIL T' ® ❑ ^_. 2 a U) U - Z O o DETAIL B -1A V n 'o °� r) LU TABLE 2 2PF1 OR IMP 3/16 - °' z c c HOT ROLLED BEAM OR CHANNEL OR W E=D/4 MIN TABLE 2 C p c G � to / E' --D14 MIN ¢ Lk D 4 4 SECTION Q o WHEN USED O FOR WEB 5/16" ]NICK OR LESS FOR FLANGE 5/16" THICK OR LESS DETAIL B -1A ❑ ❑ HOT ROLLED BEAM OR CHANNEL SPLICE GENERIC BEAM DETAIL 0-5 _ wo�� • 5/16 FILLET W ¢ rn w w OR E=D/4 M1N WHEN USED 3/1 THICKEKING PLA TE Z FOR R PLATE v Q 4 SCI, SC19, SC74 af EXCEPT PURLIN/GIRT PURLLN/GIRT CLIP w BRACE ROD CONNECTION TABLE 2 (sc1, SC19, SC74) o Z s o CLIP PIPE STRUT Z��W 3 SC89, SC91, SC93 -_ U N N J O 0 �ZJ 3/16 SEE DETAIL K-5 TABLE 2 DETAIL K-5 Scale: NOT TO SCALE Drawn by. EMH 12/14/15 SEE DETAIL K-5 WING PLATE Checked by. TJD 12/14/15 FOR ROD BRACING Project Engineer. • LDG TABLE 2 TABLE 2 TABLE 2 TABLE 2 Job Number: 15-B-17124-1 3/16 3 6 Sheet Number. • R11 of 24 TABLE 2 AT FLANGE TACK 3/16 The engineer whose seal WIT}fi'HOLES J/16 TABLE 2 appears hereon is an employee "CHAMFER SEE DETAIL K-5 for the manufacturer for the BEAR/NG STIFFENER ROD BRAC/NG WING PLATE materials described herein. Said GIRT CL.1P seal or certification is limited (SCS, SCGIR SC57, SC272) EXCEPT GIRT CLIP TABLE 2 to the products designed and NO CAP WELDING GIRT CLIP TABLE 2 manufactured by manufacturer TABLE 2 f OF STIFFENERS (SC325, SC326, SCJ27, SC328) TABLE 2 EACH ANGLE XHa notonlthe undersigned engineer is TABLE not the overall engineer of ATTHLANGHOLEs FLANGE CLIPS & KIEB CLIPS EACH ANGLE 0 record for this project. COLUMN TO r—� TABLE 2 STIFFENER WELD/NG DETAIL — RAFTER CLIP Ronald W. Bennett, P.E. FOR MEMBERS TO BE HOLES VARY California P.E. C050732 TABLE 2 DRM+AI5A ENMMitA EACH ANGLE 4" TABLE 2 PRIMED or PAINTED 10 TABLE 2 SECTION X" WIND STRUT FULL DEPTH STIFFENER "CHAMFER REQUIRED AT CORNER TO ALLOW HOT -DIP R krJV ESSIO GALVANIZING TO FLOW�{ NO CAP WELDING fOF STIFFENERS BUTTE CCOlUIN11 `� CID I_U!11'"'' Di' EIAION t" Ho. i }:1V7J2 _DJ TABLE 2 TYPICAL STIFFENER WELDING DETAIL A �� F ` FOR MEMBERS TO BE ''Ap C PINCH STIFFENER HOT—DIPPED GALVANIZED DecC AS ec 14, 2015 OPENING SIZE FLUSH CLIP < 114 ---" /16 3" CLIP SIZES VARY 3/16 1" TYPICAL DOOR HEADER TYPICAL COPING DOUBLE CEE COLUMN SINGLE CEE COLUMN TYPICAL COLD FORM BASE CFr 101\1 A—A OPENING SIZE YPICAL FOR BOTH AFTERS IF PRESENT TYPICAL FOR BOTH ZAFTERS IF PRESENT COLD—FORM RAFTER WEB STIFFENER & COLUMN CLIP TYPICAL COLUMN OR RIDGE— TIE COLD -FORMED MEMBERS WS -8 Date Issued: October 30, 2015 1/4"or GREATER NOTE.- REFER TO NCI WELD MANUAL FOR WPS's t — thickness of thinner me ' BUTT JOINT DOUBLE CEE RAFTER SINGLE CEE RAFTER SC2 TO RAFTER thickness of thinner member OR CLIP ANGLE SUPPORT PLATE ANTI—ROLL CLIP ON COLD FORM CEE CLIPS AT END OF COLD FORM MEMBER TYPICAL SLOT REINFORCEMENT TYPICAL STITCH WELDS X2 CSA 24 EITHER SIDE EITHER SIDE /'/'uV RAFTER CONNECTION O 0 O O O O O LO O O 0 SECTION A—A DOUBLE DOOR JAMBS / HEADER TYPICAL GIRVPURLIN CLIPS D"LTTE COW,;' T `� BULDIM-3 Dl;IIS3,110 i APPF"OVED 7 ■ C DRMMI5A ENMMIIA Rod Brace Attachment at Web Rod Brace (See Erection Drawings for Port Mark and required location) Burr threads after final tightening Slope Washer PF04101 Single Clevised Rod Brace Rw. n '14102 Attachment WR_ Clevised Rod Brace Assembly See Erection Dre,vinas for required Pa. t Marl; and location. Note; These items shipped loose. -Flat Washer See table below for Part Marks. /– Hex Nut ERECTION NOTE: DETAIL SHOWN AT COLUMN SIMILAR AT RAFTER. For Rod Bracing that falls within the Girt Web, the Erector Is to Align slot with add a minimum size slot for Rod Bracing. p the passage of the Rod. Cee Girt to Column Standard Connection Channel Girt Alternate Connection i at Each end I on Erection Drawings Note; Turnbuckle Included on Assembly only when both ends of Rod are Clevised. – _J LA PF04dL Double Clevised Rod Brace n '14 Attachment Bolt with Hex Niut J"0 A325 x 14" at 4"0 & J"0 Rod J"0 A325 x 2" wt J"0 Rod 14"0 A325 x 3" at 1"0 & 1"0 Rod 1#"0 A325 x 3" at 1j"0 Rod Wing Plate on Column, Rafter or Pipe/ rube Strut For Rod Brociing that falls within the Girt Web, the Erector is to Align slot with Rod Bracing 74 add a minimuim size slot for 7the passage mf the Rod. ERECTION NOTE: DETAIL SHOWN AT COLUMN AND IS SIMILAR AT RAFTER OR PIPE/TUBE STRUT. CF01115 Girt at Column Jun .15 Roo Inset Column - Sidewall or Endwall Girts / Section "A" 12– r 0 Bolts Column 1 Typical) CL207 or PC29– Sheeting Clip (1) Fastener #12A 12-14 x 1" P.H. DP3 at each end CF01113 Dr '11100 Z WR_ Clevised Rod Brace Assembly NOTE: Double Rods are noted as "0 DBL. BRACE on Erection Drawings See Erection Drawings for required Part Mark and location. Note; Turnbuckle Included on Assembly only when both ends of Rod are Clevised. PF04114 c'12R02 Bolt with Hex Nut J"0 A325 x 2" at ?0 & J" 0 Rod J" 0 A325 x 24," at J"0 Rod 1A"0 A325 x 3" at J'"0 & 1"0 Rod 1j"0 A325 x 4" at 1J"0 Rod Wing Plate on Column, Rafter or Pipe/Tube Strut ERECTION NOTE: DETAIL SHOWN AT COLUMN AND IS SIMILAR AT RAFTER OR PIPE/TUBE STRUT. WELDED CLIP PRIMARY FRAME DETAIL GIRT ATTACHMENT DETAIL TO GIR'i CLIP ALL BOLTS ARE A325 WITHOUT WASHERS Welded Clip Interior Bay with Nested Zee Girt q Column rL Column MAIN GIRT — NESTED GIRT SEE ERECTION DRAWINGS FOR GIRT ELEVATIONS CF01113 CF01121 By -Pass Zee Installation Dec'10 R00 dAY A ' � 1/4"± Triangle Punch Section A Points In Direction Of Large Flange Zee Lap i Large (Typical) Flange - i - I- l -l7•I Largee FIan97e –(LFrome q-1ZFramoe The large leg of the Zee must be alternated from top to bottom in order to nest the member ccorrectly. A triangle has been added to the end of the! Zee near the connection holes, that will point to the; large leg of the member. BUTTECOUNTY BUILDING DIVISION d r,ELU Q) 0 O c ,o S } C O Cog o C �F c o �' x a C � m O m A .o U V c O o as G pa, W a o 0 0 - Z QZ_J EJ 4 W " �mzo �- MW �F a 0) Z_ i! R ` V) of Q 0 °F' �` 2 ~ oa ❑ ❑ Nzz� W<0) inzaco 0 N �Oa W E �5�� a ZLOOW 3 J d4Z! U in NJ O Scale: NOT TO SCALE Drown by. EMH 12/14/15 Checked by. TJD 12/14/15 Pro?ct Engineer. • LDG Job Number: 15-8-17124-1 Sheet Number: R13 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMMIIA W. No- CO50732 PART MARKS FOR ROD BRACE ROD DIAMETER ROD BRACE SLOPE WASHER FLAT WASHER I HEX NUT J"0 WROS_ WS110 WFH500 HSN500 J"0 WR10_ WS110 WFH625 HSN625 J"0 WR12_ WS120 WFH750 HSN750 a"0 WR14_ WS120 WFH875 HSN875 10 WR16_ WS130 WFH1000 HSN1000 Cee Girt to Column Standard Connection Channel Girt Alternate Connection i at Each end I on Erection Drawings Note; Turnbuckle Included on Assembly only when both ends of Rod are Clevised. – _J LA PF04dL Double Clevised Rod Brace n '14 Attachment Bolt with Hex Niut J"0 A325 x 14" at 4"0 & J"0 Rod J"0 A325 x 2" wt J"0 Rod 14"0 A325 x 3" at 1"0 & 1"0 Rod 1#"0 A325 x 3" at 1j"0 Rod Wing Plate on Column, Rafter or Pipe/ rube Strut For Rod Brociing that falls within the Girt Web, the Erector is to Align slot with Rod Bracing 74 add a minimuim size slot for 7the passage mf the Rod. ERECTION NOTE: DETAIL SHOWN AT COLUMN AND IS SIMILAR AT RAFTER OR PIPE/TUBE STRUT. CF01115 Girt at Column Jun .15 Roo Inset Column - Sidewall or Endwall Girts / Section "A" 12– r 0 Bolts Column 1 Typical) CL207 or PC29– Sheeting Clip (1) Fastener #12A 12-14 x 1" P.H. DP3 at each end CF01113 Dr '11100 Z WR_ Clevised Rod Brace Assembly NOTE: Double Rods are noted as "0 DBL. BRACE on Erection Drawings See Erection Drawings for required Part Mark and location. Note; Turnbuckle Included on Assembly only when both ends of Rod are Clevised. PF04114 c'12R02 Bolt with Hex Nut J"0 A325 x 2" at ?0 & J" 0 Rod J" 0 A325 x 24," at J"0 Rod 1A"0 A325 x 3" at J'"0 & 1"0 Rod 1j"0 A325 x 4" at 1J"0 Rod Wing Plate on Column, Rafter or Pipe/Tube Strut ERECTION NOTE: DETAIL SHOWN AT COLUMN AND IS SIMILAR AT RAFTER OR PIPE/TUBE STRUT. WELDED CLIP PRIMARY FRAME DETAIL GIRT ATTACHMENT DETAIL TO GIR'i CLIP ALL BOLTS ARE A325 WITHOUT WASHERS Welded Clip Interior Bay with Nested Zee Girt q Column rL Column MAIN GIRT — NESTED GIRT SEE ERECTION DRAWINGS FOR GIRT ELEVATIONS CF01113 CF01121 By -Pass Zee Installation Dec'10 R00 dAY A ' � 1/4"± Triangle Punch Section A Points In Direction Of Large Flange Zee Lap i Large (Typical) Flange - i - I- l -l7•I Largee FIan97e –(LFrome q-1ZFramoe The large leg of the Zee must be alternated from top to bottom in order to nest the member ccorrectly. A triangle has been added to the end of the! Zee near the connection holes, that will point to the; large leg of the member. BUTTECOUNTY BUILDING DIVISION d r,ELU Q) 0 O c ,o S } C O Cog o C �F c o �' x a C � m O m A .o U V c O o as G pa, W a o 0 0 - Z QZ_J EJ 4 W " �mzo �- MW �F a 0) Z_ i! R ` V) of Q 0 °F' �` 2 ~ oa ❑ ❑ Nzz� W<0) inzaco 0 N �Oa W E �5�� a ZLOOW 3 J d4Z! U in NJ O Scale: NOT TO SCALE Drown by. EMH 12/14/15 Checked by. TJD 12/14/15 Pro?ct Engineer. • LDG Job Number: 15-8-17124-1 Sheet Number: R13 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMMIIA W. No- CO50732 By -Pass Purlin and Girt Connections All bolts are 1/Y 0 A325 bolts Lap Symbol 3� Lap Symbol < B B p I o o n SLa ymbol B \\—(2) Bolts unless noted on erection G1'-53' drawings OT 2'-5j" O 3-1J" See Erection Drawings for Lap Sizes & Locations Lap Detail By—Pass Purlin / Girt Lap Details CF01122 -t'14 x 01 Eave Strut Connection at End Bay CF( ByPass And Flush Girts Feb'1 Roof Line \I — � Roof Line in N 01 >L2�2 cCD 7 > CDO = W = 2" 2+ > + w LJ - a) a) c � J J Ln Girt Depth + 1/4" N By -Pass Girls Flush Girls 1/4 L Roof Line I Eave Strut _J (13I a) ,r r -n !n — — — — — — — -- VT 7\1-(4) J"O A325 Bolts Varies JN—Column or Rrafter End Bay Girts at Column Flush Sidewall or Endwall Girts CF01123 Feb'11R 01 CL292 of Sheeting Clipv (1) Fastener #12A 12-14 x 1" P.H. DP3 at each end Purlin with Anti -Roll Back-up Clip at Rafter Anti—Roll Back—up Clip See Roof Framing Plan for Location SC90 at 8" Purlins Purlin SC92 at 10" Purlins SC94 at 12" Pudtns (2)�0x1r A325 Bolts Unless Noted on Erection Drawings u� It)W Purlin of Rafter O QO I I p I o Rafter Sg�fI�B Eave Strut Connection at Main Frame Interior Bay Roof Line T C: s > O s n' > co rn Oa) 2 W 27 2" 3 S > L + j W � W r N 1 N Girt Depth + 1/4" By—Pass CF02030 Feb '11 `01 Roof Line Flush Rafter 1 1/4";1 1/4" (4) 1/2" X 1 1/4" A325 Bolts without Washers i C-4 I Eave Strut Bottom Flange N ; Steel Line_ 1/4" I Bay Bay CF02035 End Frame Bypass Sidewall Girts Dec'14 Roo Endwall Girt Centered on Column Flange Note: All Bolts Column are �" Diameter (Shape may vary) �\ Rafter Anti—Roll Boclk—up Clip See Roof Frarming Plan for Locaition SC90 at 8" (Purlins SC92 at 10' IPurlins SC94 at 12" (purlins (2) r0 :x 1r A325 Bolts Unless Ntoted on Erection Drawings Zee Girt shown, Tie—in Detail similar for Cee or Zee Girt with outer flange toed up. Shop Welded Girt Cup Shop Welded Girt Clip Wall Panelsnot shown for clarity. r -o o, la of —Lo=0l Sidewall Eave Strut Stiffener Plate - 4 Bolt Connection Page CF02031 Low Eave Interior Bay - Slope Thru 42:12 Date Rev Oct'14 01 Eave Strut Stiffener Plate SC -18 9 Eave Strut Eave Strut Clip or Frame Rafter or Column OHI O O O O O Bay Bay V7 Frame Eave Strut Bottom Flange Section "A" r (Low Eave) Eave Strut Stiffener Plate SC -18 (8) P0 A325 Bolt W/Nut v m rn Eave Strut Clip or Frame Rafter or Column t'age _EF030141 Bypass Sidewall Girts and Flush Endwall Girts at Corner Column EF03700 ul '14 R 01 Endwall Girt Attaches to Inner Column Flame Date Rev Auq'15 00 ;Cuter U CL292 or PC30_ Sheeting Clip (1) Fastener #12A 12-14 x 1" P.H. DP3 at each end —Endwall Girt CL292 Sheeting Clip (1) Fastener #12A 12-14 x 1" P.H. DP3 at each end. PC22— Sheeting Gip Fastener #55 12-24 x 1j" 6" O.C. (2 minimum) -Sheeting Clip SC5 Sheeting Clip CL292 or PC30 Fastener f12A 12-14 x 1" Pancake SD W/O Washer (2) Per Sheeting Clip (TYP) "Z" Sheeting Clip PC22 Clip SC5 Cliip PC81 L/R Bolted as Shown Cliip May be Factory Welded Comer Column Fatstener #55 12-24 x 1r SD DP5 W//0 Washer At, Each End and 6" oni Center as Needed O �O � Sheeting Gip PC31 I I I — I �O L OJ Setback Girt Sidewall Varies (1'-2" Max.) Note: Zee Girt Shown Cee Girt Similar All Bolts To Be ril Unless Noted. For Required Length Refer To Grip Table On Erection Drawings. BUTTE COUNTY _ . MNIG Dies!ON } C E o a' o gF c O g U V Ci00 � O y C �H2 _J LO V W C -is a0, an .7 Z Zoo ® ❑ QwZ M Z O V O aJ J �a)Z C C .v �j G c oc W 4tW V) o� ❑ ❑ V) JO ED wrnw ` 1Q (nZQ0 p ami w�0¢ t 0 S V) y a O W b J a Z J l U (n C! J O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. LDG Job Number: 15—B-17124-1 Sheet Number. • R14 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A VP No. 0050732 Gable Girt Connection to Rafter age EF07523 ate Rev Jul'15 1 02 Rafter (4) Bolts Girt Clip Gable Girt Steel Line Setback V-; aection n All Bolts To Be J'0 Unless Noted. For Required Length Refer To Grip Table On Erection Drawings. olts Unless 1 Otherwise •ection Drawings Rafter Open Cee - Framed Opening Connections P."AC01121 Welded Clips - Framed Opening Connections P�AC01220 Cold Form Open Cee - Vertical Lift Hardware Nov'11 R 01 Cold Form and Hot Rolled Cee - Three and Four Sided OpeningsNov'11 01 Note; AC00915 thru AC00923 All Horizontal Members within clear Opening are Clipped and and AC01124 thrw AC01130 attached to Jambs with J"0 Fin Head Bolts. See AC00915 thru AC00923 Sub Jamb DJ_ and AC01224 thru AC01232 Header Zee/Cee GirtTSee H_ (Hot Rolled) HC_ (Cold Form) Clip CL150 - m Alternate clip direction See AC01223 = for Screw in. C SubJamb DJ_ a Zee Cee Girt "* Zee Cee Girt J / / Zee/Cee Girt Zee/Cee G'rt "A" 1 � rA..01223 s rn x i_ Header DH_ _ J; i� See AC01123 Zee/Cee Girt ** Zee/Cee Girt Zee/Cee Girt L See AC01123 = Clip CL150 0, o Typ. at Girt s and Header i n L 'n O See « Clip SC252 v Typ. at Girt x p within Opening c Jamb Jamb JL_ (Hot Rolled) JR_ (Hot Ro!!ed) p E5 JLC_ (Cold Form) JRC_ (Cold Form) [-See AC01223 Opering Width _1 -""-See AC01223 Sided Framed Opening See AC01223 Finish Floor See AC01123 Zee/Cee Girt - rn f CL152 at 81" Jamb See AC01223 i Opening Width CL153 at 10J" Jamb wee 2ded Framed ODenfig CL154 at 12J" Jamb with Vertical Lift Hordwgr Jamb Girt within opening Is "* Girt within opening is provided when Framed Opening JL_ (Hot Rolled) provided when Framed Opening AC00923 JLC_ (Cold Form) is to be paneled over. Sub Jb DJ_ am and AC01224 thru @ J"0 Bolts Steel Line- 0 0 Clip CL150 + Zee/CeeGlrt Gir. (6) Fosterer /1B Ol 0 }'-14 z 14" Height Clip CL150 Q A 4"0 Bolts HC_ (Cold Form) J Jamb or Sub Jamb DJ_ Section "A" Hot Rolled Similar) S�giIQn-A"_ Header See « Clip SC252 v Typ. at Girt x p within Opening c Jamb Jamb JL_ (Hot Rolled) JR_ (Hot Ro!!ed) p E5 JLC_ (Cold Form) JRC_ (Cold Form) [-See AC01223 Welded Clips - Framed Opening Connections P�AC01221 Cold Form and Hot Rolled Cee - Vertical Lift Hardware Nov'11 R 01 Sub Jamb Sub Jamb See AC00915 thru AC00923 JL_ (Hot Rolled) JR_ (Hot Rolled) and AC01224 thru AC01232 JLC_ (Cold Form) JRC_ (Cold Form) Zee/Cee Girt 'A'a v Sub Jamb Sub Jamb JL_ (Hot Rolled) JR_ (Hot Rolled) JLC_ (Cold Form) JRC_ (Cold Form) ,,11I Zee/Cee Girt "A' o Header H_ (Hot Rolled) Y HC_ (Cold Form) Opering Width _1 -""-See AC01223 Sided Framed Opening See AC01223 Zee/Cee Girt Finish Floor Zee/Cee Girt - rn f P�AC01227 See AC01223 i Opening Width Clip SC252 a, Three SId_0 Framed_wnIn Jamb within Opening "* Girt within opening is provided when Framed Opening JL_ (Hot Rolled) See AC00915 thru AC00923 JLC_ (Cold Form) is to be paneled over. JRC_ (Cold Form) and AC01224 thru AC01232 Field Located Framed Openings Height Header _ Zee/Cee Girt --- Jamb/Sub Jamb H_ (Hot Rolled) Jamb/Sub Jamb � Field Located Framed Openings HC_ (Cold Form) J (Cold Form Shown, Section "A" Hot Rolled Similar) Flonge Brace Flange Brace Header See AC01223 c Zee/Cee Girt "* Zee/Cee Girt Zee/Cee Girt s (Invert the Flange Brace if (Invert the Flange Brace if it fouls a Bridge Channel) it fouls a Bridge ChanneQ Opening Height (Cold Form Shown, P 9 9 Hot Rolled Similar) Clip SC252 Typ, at Girt See AC C d 0 - Zee Girt within Opening m x i Si;1 1 Girt Height > w H_ (Hot Rolled) Jamb/Sub Jamb Jamb HC_ (Cold Form) Jamb T, JL_ (Hot Rolled) JR_ (Hot Rolled) _ JLC_ (Cold Form) JRC_ (Cold Form) 2 "0 Bolts () Field Drill A" Holes in Girt at i i 'A' \ Finish Floor �I or Framing Member L_- (2) J"0 Bolts ` Header to Jamb Jamb/Sub Jamb See AC01223 Opening Widththru __J AC01232 (Cold Form Shown, Jamb/Sub FslacSide1_ELa=sL4 ,nine Jamb/Sub Jamb to Zee Girt Welded Clips - Framed Opening Connections P�AC01221 Cold Form and Hot Rolled Cee - Vertical Lift Hardware Nov'11 R 01 Sub Jamb Sub Jamb See AC00915 thru AC00923 JL_ (Hot Rolled) JR_ (Hot Rolled) and AC01224 thru AC01232 JLC_ (Cold Form) JRC_ (Cold Form) Zee/Cee Girt 'A'a v Sub Jamb Sub Jamb JL_ (Hot Rolled) JR_ (Hot Rolled) JLC_ (Cold Form) JRC_ (Cold Form) ,,11I Zee/Cee Girt "A' o Header H_ (Hot Rolled) Y HC_ (Cold Form) r Three Opering Width _1 -""-See AC01223 Sided Framed Opening See AC01223 Zee/Cee Girt "* Zee/Cee Girt Zee/Cee Girt - rn f P�AC01227 See AC01223 i Sub Jamb Clip SC252 a, Typ, at Girt Jamb within Opening Jamb a JL_ (Hot Rolled) JR_ (Hot Rolled) o JLC_ (Cold Form) JRC_ (Cold Form) Girt Finish Floor Field Located Framed Openings r Three Opering Width _1 -""-See AC01223 Sided Framed Opening with •' Girt within opening is Vertical Lift Hardware provided when Framed Opening �AC01225 Jul '118110 is to be paneled over. P�AC01227 Nov'11 R 01 Sub Jamb (Cold Form Shown, Hot Rolled Similar) Steel Line-- (2) J"0 Bolts Field Drill 8' Holes in Girt at Girt Field Located Framed Openings Height x �I _ Zee/Cee Girt --- Jamb/Sub Jamb Jamb/Sub Jamb � Field Located Framed Openings (Cold Form Shown, (Cold Form Shown, Section "A" Hot Rolled Similar) Welded Clips - Framed Opening Connections Cold Form and Hot Rolled - Base, Girt, Header, and Sill to Jamb P�AC01223 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled - Jamb/Sub Jamb to Zee/Cee Girt or HeaderdSill P�AC01224 Jul'11 e00 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - JamblSub Jamb to Low Side Eave Strut �AC01225 Jul '118110 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Jamb/Sub Jamb to Rafter P�AC01227 Nov'11 R 01 Jun'15 01 Factory and Field Located (2) 1"0 Belts (2) rO Bolts— x �I Field Drill A" Holes in Girt at --- Jamb/Sub Jamb � Field Located Framed Openings (Cold Form Shown, Flonge Brace Flange Brace Header °e' Hot Rolled Similar) Low Side Eave Strut (Invert the Flange Brace if (Invert the Flange Brace if it fouls a Bridge Channel) it fouls a Bridge ChanneQ Opening Height (Cold Form Shown, P 9 9 Hot Rolled Similar) Girt - Zee Girt Zee Girt m x Height Girt Height > w Rafter Rafter Jamb/Sub Jamb o (Cold Form Shown, Opening Width Hot Rolled Similar) Jamb/Sub Jamb --- (Cold Form Shown, Hot Rolled Similar) a ° 2 "0 Bolts () Field Drill A" Holes in Girt at i i 'A' \ Opening Width �I Field Located Framed Openings L_- (2) J"0 Bolts ` Header to Jamb Jamb/Sub Jamb Field Drill "Holes in Eave Strut {� \ \ \ (Cold Form Shown, Jamb/Sub Jamb to Zee Girt Jamb/Sub Jamb to Zee Girt at Field Located Framed Openings \ \ \ \ SC252 Clip Hot Rolled Similar Steel Line \ —Jamb/Sub Jamb Girt within opening Is provided Girt (Cold Form Shown, Hot Rolled Similar) when Framed Opening is to be paneled over. (2) I"0 Bolts (2) }"0 Bolts �I Field Drill &' Holes in Girt at Field Located Framed Openings --- Jamb/Sub Jamb Jamb/Sub Jamb to Low Side Eave Strut 0:12 thru 41":12 Roof Slope Shop Welded Clip Shop Welded Clip (2)"0 Bolts (Cold Form Shown, (2) J"0 Bolts - _ - Hot Roiled Similar) Jamb Jamb/Sub Jamb Girt Height Cee Glrt IJamb/Sub Cee Girt (Cold Form Shown, (Cold Form Shown, Girt(Toed Up or Down ftJamb/Sub G!rt (Toed Up or DownHot Rolled Slmllar Hot Rolled Slmllar(2) "0 Bolts Height(T Doubled) Height or Doubled) Jamb/Sub Jamb toRafteL Jomb to Rafter Opening Width (2) 4"0 Fin Jamb Cold Form Shown• (2) }"0 Bolts Field Drill Holes in at / ! Jamb/Sub 0:12 thrt 12:12 Roof Slope 0:12 thru 12:12 Roof Slope (Cee to Downhill Side) (Cee to Uphill Side) Head Botts Girt to Jamb ot Rolled Similar) ) Field Located Framed Openings a pe Sill Jamb/Sub Jamb Jamb/Sub Jamb to Cee Girt inmb/S/Sub Jam to Cee Girt Low Side Eave Strut t _ cl (Cold Form Shown, (Cold Form Shown, Hot Rolled Simile in Hot Rolled Similar) a- x Rafter Jamb > � Sill Height Shown, imilar) TV) cI - (2)"0 Bolts Field Drill 4" Holes In Girt at Jomb/Sub Jamb w \ i m Field Located Framed Openings (Cold Form Shown, 0 (2) J"0 Bolts Shop Welded Clip (2)"0 Bolts Hot Rolled Similar) \�i> Field Drill A" Holes in Eave Strut 2 0 Bolts () �" I at Field Located Framed Openings Q- QI L(HR Head"t �- Cee Girt/Header Heighill Cee Girt/SIII Steel Line I Jamb/Sub Jamb ! I Jamb/Sub Jamb Sill to Jamb Rods Helght I Jamb/Sub Jamb (2)"0 Bolts (Cold Form Shown, Hot Rolled Similar) (Cold For1.1 Shown, Hot Rolled Similar) (Cold Form Shown, u Field Drill i'" Holes in Girt at Hot Rolled Similar) in� Field Located Framed OpeningsJam Sub Jamb to Low Side Eave Stru i t?/ 4A":12 thru 12:12 Roof Slope Jamb/Sub Jcmb to Cee Girt/Header JIlb_/Sub Jamb to Cee Girt/Sill �LamiLto Flntsh Floor I ! � BUTTE COUNTY BUID11" G ` I I&ION Pb Q) 0 O S C g � Cxa C mR O U 00 Z p H U N B J u7 V t l F ir� v �M �n *�Z -0(-)® LJ " aUi mZ0 N V S p fD J * ti M W ,.a..0 -CMZ [ [ G �R Eto[ °[ E� Q� L)o� �2 t°Ix2 F- 9 I❑ ElN V V Ld PJ (3) W Nzai; o N Ld W <F a- (i1 o 0 J U) J a�ZJ ° U rnND O Scc/e. NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. • LDG Job Number. 15—B-17124-1 Sheet Number. • R15 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A w r Wo. 0450732 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Framina Between Jambs AC01233 ar'14 R 01 Bolted Clips - Framed Opening Connections Cold Form and Hot Rolled - Vertical Lift Hardware Sub Jamb Sub Jemb See AC00915 thru AC00923 Jamb/Sub Jamb JL_ (Hot Rolled) JR_ (Hot Rolled) and AC01324 thru AC01332 (Cold Form Shown, DJ_ (Cold Form) DJ_ (Cold Form) Hot Rolled Similar) ^A^a RAI Sheeting Angle Zee/Cee Girt– Field Cut and Attach with CL751 Cli Sub Jamb (2) Fastener #12A 12-14 x 1' P.H. DP3 m JL– (Halt Rolled Typ. at Girt _ ( ) JR_ Hot Rolled at Cold Form Jamb and ( ) DJ_ (Cold Form (2) Fastener #16 12-24 x 1j" P.H. DP5 ) DJ_ (Cold Form) at Hot Rolled Jamb _ Zee/Cee Girt "A^ a SC425 CITY F m Typ. at Header 2 _ Header ;3F H– (Hot Rolled DH– (Cold Form) See AC01323 Jamb/Sub Jamb (Cold Form Shown, Zee Cee Girt •' Zee Cee Girt / / Zee/Cee Girt Hot Rolled Similar) — -- — .F RAi Sheeting Angle CL751 Clip See AC01323 a Field Cut and Attach with Typ. at Girt s (4) Fastener #16 1"-14 x 1}" = Jemb Jamb m JL_ (Hat Rolled) JR_ (Hot Rolled) C:' i, DJ– (Cold Form) DJ_ (Cold Form) 0 Greater Than l'-8' Jamb/Sub Jamb (Cold Form Shown, Hot Rolled Similar) Girt Attached with J"0 Bolt Opening Width I See AC01323 i Three Sided Framed Opening with b'ertical Lift Hardware •w Girt within opening is provided when Framed Opening is to be poneled over. Sub Jamb Rid L751 Clip )"0 Botts Steel Line-- Drill &"0 Holes in Girt of ld Located Framed Openings Zee/Cee Girt GirtHeightL751 Clip mb/Sub Jamb old Form Shown, ot Rolled Similar) AC01321 Knock Down Walk Door Anchor Placement iv'1412 AC05130 Knock Down Walk Door ar'15 ' With Low Girts Attached to Door Frame Girt 2 1/2" Door Frame 1/2" Dia. Base Anchors �, d (provided by door o 0 E manufacturer) A 1 ! .el Eiltr I 11 _ I I � � Steel Line N1 SN i t N 1" 1' Door Width Sheeting Notch if required Equal Equal The adequacy of the 1/2" dia. base anchors provided by the door manufacturer is not the responsibility of the Build7o1g Manufactuer. The adequacy of these base anchors should be determined by a qualified foundation engineer. Door Frame Walk Door Clip (WDC8,WDC10,WCD12) Low Girt Walk Door Angle (WDA) i� Shown In Detail "B", Used �Fie!d to Brace Strike Jamb when Cut Girt low girt at elevation 2'-6" 3 j tihru 4'-6' is not present. AC05131 3r'151`01 'Attachment To Framing Elevation Concrete, Not by Metal Bldg. Mfr. Low Girt (Field ii astener „112A SL Cut At Jamb_2-14 x 1" Pancake Girt S W/O Washer wo at each girt ange) Door Frame 1/2" IDoor Header—/ Section At Low Girt Section Thru Header /--Walk Door Clip (WDCB,WDCiO,WCD12) Fastener f12A 12-14 x l" Pancake( 2) Fastener JlB SD W/O Washer4-14 x 11 1/4' (2 per Jamb Leg) W/O Washer Door Frame Bend alk Door Angle (WDIA) Detail "B" At Wo!k Door Angle Formed Base Trim P 102010 PBR Wall Panel d PW02107 PSR Wall Panel P P�J0300111 Ii PBR Wall Panel Details �'je '10 00 F73 Formed Base Trim Without Panel Recess Date Rev x„ ,. P PW05002 oct'14 00 Outside Corner Trim l4�ar'15 05;� Panel Side Lap Mar'14"02 y Out to out of concrete 71? F73 F73 F73 "A" Building Slab `o m o Formed Base Trim x 20'-0" (Typical) e F73, square cut at both ends "A" 0 � � Q /--Edge�of slob M o � o F73 Opening F73 Note: .A" 1. Use of sheeting notch in t: Concrete is not recommended. 2. Attachment of trim to Concrete is by others. 3. Formed base trim is provided in 20'-0" lengths (std.), field�,� Field cope Bottom leg At inside Corners cut as req d. Out to out of Out to out of concrete Concrete Formed Base Trim Typical Layout 5L8 1" 1/4' Dia. Anchor (min.) PBR Wall Panel Optional Foam Closure HW4I55 ti� 1 t 1 at 36" O.C. (min.) HW1112 not by Bldg Mfr. M _ Fin. Fir. 0' '.RP• ,' Fastener14A A�� 1/8" x 3�8' Concrete F73 (2) Required 1 7/B' F73 Section "A" - Formed Base Trim Typical Outside Corner Application Formed Base Trim F73 Fastener #17A 12-14 x 1J" Sm W/Washer 5"-7"-5" O.C. Concrete Fastemer 170 Minimum 3'-0 O.C. Maxiimum (Not by Metal (Building Mfr.) PBR Panel Fastener #4A J"-14 x J" SO W/Washer at 1'-8 O.C. Field remove bearing leg as required Corner Trim F830 or F862 CL Panel RibV Note: Standard panel location for Start and End panels is TL panel rib at steel line. Refer to erection Drawings for panel location and Corner Trim piece mark. J-14 x I" SO W/Washer Sheeting Direction at 1'-8 0 -c - CORRECT J--14 x J" SO W/Washer Sheeting Dkeetion at 1'-8 ox. WRONG BUTTE L. r_ , -r gip.-�U m ° 0 c S m } C E o O mR O U V o ° 00 i,(ll"CN� J � W � �� o =-0 Z_J ® ❑ " a mzo ej V N S MW o _� m Z C C W 4` F 0 E Q t` D of 0) ~ olo ❑ ❑ J p t0 WQ W w V) Z Q 0 p N of < LLI C E -S?in O Zip J L° U rnNJ O Scale: NOT TO SCALE Drown by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer.- LDG Job Number: 15—B-17124-1 Sheet Number.- R16 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A VP No. 0050732 Ep Page PBR Wall Panel PWO5003 Fastener Location Date Rev Aug '15 0Z 1'-0" 1'-0" See Note #1 7" 5" 7" 5" 7" Note #1 See Note #2 1'-0" 1'-0" 1'-0" �d Fastener #17A 12-14 x 1}" SD W/Washer See Note #3 Sheeting Direction Note #2 —� Fastener #17A See PW05011 for Panel End Lap 12-14 x 1}" SD W/Washer See Note #1 1'-0" O.C. Note #3 }-14 x Fastener r SD W/Washer 1'-8" O.C. Eave Strut Wall Girt Wall Girt Wall Bas e Note #2 e Note #2 Note #1 PBR Wall Panel - Three Sided Framed Opening _ P PW07 Trim Installation with Field Notch Panel at Head Trim Sep'14 RQt% Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 Q3, with Field Notch and Bend Tabs at Head Trim as shown on PW07024 &t PW07025. Opening Width + 6" (+2" Lap when req'd) Y. Opening Width 3" Po - - PBR Wall Panel - Three Sided Framed OpeningP Remove Opening Width + 3" PBR Wall Panel - Three Sided Framed Opening PW07028 1� Opening Width Head Trim F481 See v May'14102 Field Notch and Bend Tabs at Head Trim PW07030 1 "" l+�ar 15 03 Jamb Trim Installation Fastener #14A d" x R" Pop Rivet at o o 0 o Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023S2[i 1'-8 O.C. at Cold Form 0 4A" Head Trim F481 OR -� Opening Width + 7" (+2" Lap when req'd) See Fastener #16 iv r with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. 12-24 x 11" SD Pancake DP5 W/O Washer u � at 1'-8 O.C. at Hot Rolled n = + c o }" Bead of HW54- Tube Caulking z g rn .6 at 1'-B O.C. at Cold Form ° from Header to Floor (see section) = c OR Jcrnb Trim F482 Jamb Trim F482 -� or Alternate F434 or Alternate F484 a. Y *Opening measure }Opening Width + 3" Opening Width and 12-24 x 11" Pancake SO DP5 1�- See PW07029 L I F Finish Floor Line 0 �I r Opening Width See PW07023 & PW07027 Note, ° For "Optional" (Channel Closure Trim see PW07028 n 1 L 2" Lap with (2) Fasteners #14 r x A" Pop Rivet Typ at Head & Jamb Trim when required. Field notch ° as required. 0 NGty� All trim is to be Nate: Field measure Opening Widlth installed BEFORE blanket and Height before making field cuts insulation Is applied to wal1 s. and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening F PW07 Field Notch Panel at Head Trim Se '14 Nst� Trim Installation can be done by Field Notch Ponel as shown on PW07022 & PW07023 QB. with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" (+2" Lap when req'd) Head Trim F481 I J Front Vlew 2" Lap with (2) Fasteners #14 }" x J" Pop Rivet and HW54- Caulking Opening Width 3" Opening Width 1 3" Field notch Panel at Head Trim an PBR Wall Panel • Three Sided Framed Opening P PW07024 Trim Installation with Field Notch and Bend Tabs at Head Trim Se '14103 Note• Trim Installation can be done by Field Notch Panel as, 23 shown on PW07022 & PWO70 Q_F with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. 171--1- Wirt+h + r" /a.Y 1- ",h-,. —"IN Field Cut - - PBR Wall Panel - Three Sided Framed OpeningP Remove Opening Width + 3" PBR Wall Panel - Three Sided Framed Opening PW07028 1� Opening Width }" 1" Se 14 01 May'14102 Field Notch and Bend Tabs at Head Trim Jamb Trim Field Cut Details 1 "" l+�ar 15 03 Jamb Trim Installation o o 0 o Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023S2[i ° ° 4A" Head Trim F481 Opening Width + 7" (+2" Lap when req'd) See with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. PW07030 4 � Fastener #14A b" x J" Pop Rivet at 1'-B O.C. at Cold Form ° Opening Width + 6" (+2" Lap when req'd) RNot1- Field .� OR Fastener #16 *Opening measure }Opening Width + 3" Opening Width and 12-24 x 11" Pancake SO DP5 1�- , W/0 Washer at 1'-8 O.C. o at Flot Rolled m 1�" 'Opening Width 1�. cut to Bead of HW54_ Tube Caulkln c from Header to Floor (see section) u c e o ° v Jamb Trim F482 Jamb Trim F482 Remainder and ALtemote Jamb Trim F484 Jamb Trim F482 or Alternate F484 or Alternate F484 Jamb o See o Too Mew PW07029 Seea ° Finish Floor Line ° I Opening Width w 4d" v See PWO7025 & PW07027 - Field Notch and Bend 11" Tab behind Jamb Trim. Attach with Fastener #14 d" x Pop Rivet. See PW07025 for details. L 2" Lap with (2) Fasteners #14 J" x A" Pop Rivet Typ at Head & Jamb Trim when required. Field notch as required. ugillr For Optional" Channel Closure Trim see PW07028 P,1.Q}� All trim is to be Note: Field measure Opening Width Installed BEFORE blanket and Height before making field cuts insulation fe applied to walls. and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening PW07025 PBR Wall Panel - Three Sided Framed OpeningP PW07027 PBR Wall Panel - Three Sided Framed Opening PW07028 PBR Wali Panel - Three Sided Framed Opening --:IP PW07029 Se '14103 1" Se 14 01 May'14102 Field Notch and Bend Tabs at Head Trim Jamb Trim Field Cut Details "Optional' Channel Closure Trim "" l+�ar 15 03 Jamb Trim Installation Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023S2[i 4d- 4A" Opening Width + 7" (+2" Lap when req'd) with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. 4 � Opening Width 3j - Opening Width + 6" (+2" Lap when req'd) RNot1- Field .� , . *Opening measure }Opening Width + 3" Opening Width and I " I 1�- , 0 0 o ° 1�" 'Opening Width 1�. cut to 1 � �Fleld Cut requireddleng}h H ° Channel Closure Trim Remainder and ALtemote Jamb Trim F484 Jamb Trim F482 Jamb Remove Head Trim F481 L9R�'Y Too Mew Seea i Fastener 114A}" x Pop Rivet (Cold Form shown 4d" v PW07030 at 20 O.C. at Cold Form Hot Rolled similar) OR Fastener #16 Front View Field Cut and Remove r 3 ° Fastener #14A }" x J" Pop Rivet 12-24 x 11" Pancake SD DP5 W/0 Washer at 1'-8 O.C. "Optional" P Channel Closure Trim 2" Lap with (2) Fasteners #14 End View o at 1'-8" O.CCR t Cold Form ° at Hot Rolled See PW07028 for details. See End Cut Detail fn" Pop Rivet and HW54_ OR #16 Double Sided Tape }" C l Caulking I + rn 12-24 x 1}" Pancake SO DP5 i (Not by Bldg Mfg) Opening Width Do not cut or Nsie_ All trim is to be remove back leg installed BEFORE blanket r) „) ,,1 I I �) � = � W/0 Washer at 1'-8 O.C. at Hot Rolled 2" Lap typ of Blanket Insulation }" Bead of HW54_ Tube Caulking (Header to Floor) insulation is applied to walls no o + E Channel Closure Trim Head & Jamb when i I Bend Tab 1}" S o Cut cind remove z rnreq'd o Channel Closure Trim ° required. Field cut to length if g 90 degrees Note: Panel position is shown with down 90 Panel Rib and Opening on 1'-0 module. Location of Rib may vary depending on d c s remainder of front fold = c and notch. Field Cut the Opening Width and location. Field 3 (2) Fasteners #14 See and Remove measure before cutting Panel and Trim. a. !}" x f}" Pop Rivet a o PW07029 PBR Wall Panel Field Cut Wall Panel End Cut Detall Side Yew at Hgad Trim 3 at lap (Viewed from top of Head Trim) r NQie Terminate Blanket Insulation u c. +'a Flnlsh Floor Line at capillary lip of Jamb Trim Opening Width `n x f - - ° ° Opening Width 1 Opening Width �" a, 2" La when required. P q 1�. + c Field cut and notch Field flatten Trim leg when required Field Notch and Bend 1i" Tab ��{ S a as required. 1" Field bend tab down 90 degrees behind Jamb Trim. Attach with —� I I = ti 21" Field cut and remove �L Channel Closurs Trim p oy�M rkTrim Jamb Trim F482 (shown) Fastener 14 x # �j" {�" Pop Rivet c o - F981 - 8" Member F2993 - 10 Memfe Channel }" Closure Trim F2994 - 8}" Member F169 - 12" Memb or Alternate Jamb T F484 • • 3}" F982 - 10" Member F2995 .e. oa e Head Trim F481 t o m Finish Floor Line I 3k" Field cut and remove Nste:_ All trim Is to be installed BEFORE blanket See PW07027 for Jamb _ .. insulation is applied to walls. Trim field cut detail � Jamb Trim F482 or Alternate F484 I I I I I I I Side View at Sill Trim Channel Closure Trim at Jambs ND -to- Field measure Opening Width i Iternate J TrAlm F484 Prof) e Fastener #14A d" x Pop Rivet at n and Height before making field cuts C 1'-e O.C. at cold Form o Jamb Trim F482 and and adjust cut dimensions accordingly. Note: Panel position Is shown with OR Fastener #16 I III I I N9ji Field measure Opening Height 1�Itemate Jamb Trim F484 Panel Rib and Opening on 1'-0 module. 12-24 x 11" Pancake SD DPS W/0 Washer before making field cuts and adjust cut dimensions accordin I Y. g y Front View Right Jamb Trim as shown Note: The interior leg of the Channel Closure End Cut Detail Trim Is to be oriented (f1/8") to match the Nst All trim Is to be installed BEFORE blanket Location of Rib may vary depending on the Opening Width and location. Field at 1'-8 O.C. Field cut Panel Left Jamb Trim opposite hand interlor leg of the Header or Jamb. insulation is a Iced to walls. PP measure before cutting Panel and Trim. g at Hot Rolled BUTTE COUNTY BUILDING EaIVIS, ION rl iiI a U rQ 4) 0 O c 0 y S :1111-- C }C C 4T„g pFp.. o "" O mR O U V o o .,L„ as C H J L0 U° C� o� _ �C) u0d ® ❑ M V) V p co J ag a ca -Z c c C a &0 ` G C ° V) x bl �l w E �` Q <24a C, ���2 �2 ,V") ❑❑ JO LO WQa)W .? V) < o N W,.a v1 E �5-J z In j a�ZJ Ld O U toN� O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. LDG Job Number.- 15-B-17124-1 Sheet Number. R17 of 24 The engineer whose seal appears hereon Is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A Vi. ZN I rO 4 No. 0050732 Dec 14 PBR Wall Panel - Three Sided Framed Opening -PW( Head Trim Installation IMar'1 PBR Wall Panel Fastener #17A 12-14 x 1i" SO W/Washer� at 5"-7"-5" O.C. at Cold Form OR Fastener #67 12-24 x 14" SD DP5 W/Washer at 5"-7"-5" O.C. at Hot Rolled - Fastener f 4A b" x a" Pop - 'Ivet at 20 O.C. at Cold Fom OR Fastener #16 12-24 x 14" Pancake SD DP5 W/O Washer at 1'-8 O.C. at Hot Rolled "Optional" �- Header Channel Closure Trim (Cold Form shown See PW0728 for details Hot Rolled similar) Finish Floor Line EW�� beketto walls Two Continuous Tape Sealant Down Slope of Scr, PBT PBR Panel raGPRO4015 - —PBR Panel A - -._ '�' End Lap Detaii 1 -ale Rev PBR PBR Panel G Jun .14 oz Peak Box Noa0PR06003 v'14 03, Fixed Ridge Detail hl "v 4 a02 5" 7• 5" Eno tap rr w�ya inn Vasher PBR Panel "ZPR06004 PBR Roof Panel - Below Eave Tie -In PGPR07001 Fixed Ridge DetailiVov'14 R02 Sheeted Wall -Girt Leg Down °�•x�. _ Nov'151 04 "Optional" ;5'-0" of Tape Sealer (HW9507) at each panel sidelcap above Roof Inside Closure with I Sheeting A4ngle Tape Sealant (HW507) RAI on Both Sides HW455 = PBR Fastener #f17A Die Formed Ridge Cap HW459 = PBU 12-14 x F52 Fastener j3 HW464 = AVP/PBA/ I SD W/Washher Vlstashadow ) 4"+/- CL Sym. 12-14 x 1r LL I Fastener #11 B I SO W/Washer High Side Parapet �--14 x 1j"' DP3 f I Trim F195 12" O.C. T Roof Panel Fastener #4 1-14 x �" LL ''� SD W/Washer Girt T-0 O.0 i _ iV H p Sealer _ __ W506 '. I Peak Purlin I d Fastener #3 12-14 x 1J"' LL SD W/Washeer Tape Sealer / HW506 on Both Sides 4"+ "Optional" Outside Panel Closure 6" (See GD06002) (3) Fastener 14 1/4-14 x 7/8' (Rake to Peak Box) Rake Trim Tape Sealer HM Peek Box L (See Erection Dwgs for Piece Marks) Fastener /4A --------- 1/4-14 x 7/6" SD W/Washer at each panel rib rih"g profile may wry dependent upon project order. Attachment as Illustrated are applicable for all profiles. E i t sir Pik Box Rake Trim O 0 i " Min. i 1" Alin. �Fastener J4 1/4-14 z 7/8" LL SD W/WosFer at 1'-0 O.C. i Roof Panel \ Rake Angle `Fosterer #17A 12-14 x 1 1/4` SO W/Wosl,, Outside Panel Closure up to 4:12 RS PBR Roof Parapet Rake at Sheeted Wall PBR Panel Parapet wall framing not shown upvonal 5'-0" of Tape x LL SD W/Washer (6) Sealer (HW507) at each at teach End Lap panel sidelop Inside Panel Closure II HW455 = PBR Steel Line I HW459 - PBU 12-14 x 1'" LL HW464 = AVP/PBA/Vistashadow Sheeting -iii,I RA4 with Tape Sealer (HW507) 0 on both sides of Closure o Fastener #17A 3 12-14 x 11" SO W/Washer Parapet Rake Trim F852 Fastener #4 J-14 x a" LL SO W/Washer At 6" O.C. /////-----Tape Sealer HW5f PBR R r PBR Roof Panel Parapet wall framing not shown Fastener ��4" #17A 12-14 x 14" SD W/Wash (2) Per Connection At x LL SD W/Washer (6) 8" Each Purlin at teach End Lap Start Roof Sheeting Detall Field cut panel and bend cut edge up Alternate Start Roof Sheeting Detail '15 #4 J" LL asher Of if ant (6) Fastener /4 (--14x f LL SD W/Washer T T T � � t T � ; Fastener 13 ,2_,4x,)" LL, SD W/Washer 1 'PBR' - Roof Panel Die Formed Fldge Cap t i Peak Purlins Tape Sealer HW506 PBR Light Transmitting Panel Assembly/ Non U.L. 90 Application &I D_.- Do not allow insulation vinyl to interfere with panel lap and mastic. 15- 0.IP - Fasttener #3 Fastener 12-14 14" #4 1/4-14 x �" LL x LL SD W/Washer (6) SD W/Washer at } e at teach End Lap 1'-8 O.C. I`�--�It� �3�-I II [Member Screws End Lap Screw Layout Stitch Screws _ osstener #3 370L.F.-l" Tape Sealant 12-14 x 1'" LL SD W/Washer (3) at IM id Span I Mid Span Screw Layout a� O 0 .y S } G CC�� � _o G 0 m q ,O V O toGill co w y� y C LO F dL U �0) zQ A° v n O O V ®❑ • Z rn mUZ0 V V) •x - ° w z PR25001 C a Ir'14 a 01 E D.Ek IL to �1°' �� L2 N El El J O fa � �y�j Q pLOj J tnzQC� p N WKUQ 0 f -i D c y Q�0w 3 n. -tzW 0 U to N 3 O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer- LDG Job Number. 15—B-17124-1 Sheet Number. R18 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A EHMM11A f C W. BUTTE C0U�,,lTY011t BUILDING NO-CO50732 4 C Purli W a O N Purli N_ OTE: Refer to GPR25002 for insulation lap Purlil 1 II PBR Light Transmitting Panel (LTP) Layout Non U.L 90 ADDlication E 3 15 -Member Screw 14 -Stitch Screw 3'-0" I 3'-0" 3'-0" 13OLF-1" Tape Sealant Sheeting_ 1. Place roof panel #1 in position and attach to roof framing with member screws. Before panel #2 is positioned, Install tape sealant along the outer edge of the panel rib on panel #1. The tape sealant should always be positioned to the outer edge of the panel rib so that water cannot seep into the panel lap and the stitch screws do not penetrate the sealant, which will create a void in the seat. 2. Place panel #2 in position. Secure the panel to the roof framing with member screws. DO NOT place any member screws on the end lap where the Light Transmitting Panel will be positioned. Do not install the last member screw at the eave. This screw will be installed later. Apply tape sealant along the end of panel #2 where the Light Transmitting Panel will be attached. DO NOT APPLY TAPE SEALANT TO THE RIGHT SIDE OF THE PANEL. Do not fasten the panels together. 3. Place the Light Transmitting Panel #3 in position. Attach the Light Transmitting Panel to the roof framing with member screws, Leave out the last member screw at the panel end lap. DO NOT attach the end of the Light Transmitting panel to the roof member where panel #4 will be attached. Apply tape sealant to the end of the Light Transmitting Panel where panel #4 will be positioned. DO NOT APPLY TAPE SEALANT TO THE RIGHT SIDE OF THE LIGHT TRANSMITTING PANEL. PER Roof Eave Gutter End Lap Installation �:- "' PER Light Transmitting Panel - Lap Details Non U.L. 90 Application Fastener #3 4" 12-14 x 1r LL SO W/Washer 6 at End Lap Tape Sealant HW506 (Tpy.) -�- Fastener 14- 1/4--14 x J" LL SO W/Washer at 1'-8 O.0 Tape Sealant HW506 LTP Flashing - F75 or F76 Vnyl Backing -Light Tran. Panel Note: Strip 4' of insulation frorm vapor barrier and fold back over purlin.(Typ.) A" T Fastener #3 12-14 x 11" LL SO W/Washer at 1'-0 On Center Light Transmitting Panel 125003 PER Roof Panel - Signature Standard and Standard PIAPR02001 '14 R 01 Large Gutter - Sheeted WallRw. N0V'15 06 Fastener #4 Note A �-14 x J" Screw must be installed through the Tape ILL SD W/Washer e Sealer HW506 Sealer to ensure a water tight connection. 6" Long Gutter Support r PBR Panel Tapl Section A *Standard LTP - 10'-8. A minimum of 4" is required for a panel lap. The LTP rmay be field cut or lap under the up -hill roof panel, 12" maximum. Note: Field Cutting Light Tran mAjt, Pangls Light transmitting panels may need to be cut in the field. If required, follow these steps: • Up to five (5) LTP's may be cut at one time. • A circular sow with a 24 tooth per inch blade, will work best. • Cut slow and allow the blade to work without excess pressure. • Allow the blade to cool between cuts. WARNING: These light transmitting panels are not designed or intended to bear tlhe weight of any person walking, stepping, standing, or resting on them, JhE MAN FA T IR R DI UNMS ANY R WARRANTY OR PR N*ATION, that any person can safelyr walk, step, stand, or rest on or near these light transmitting panels, or that they comply wiith any OSHA regulation. IPRO4002 PER Roof ar'14141 Gutter Expansion Installation -100'-0" Maximum mt 6 . 'i- 2' o.c. max. (For placement see details below) (Profile varies, Northern F394 shown) (13) Fastener #14 (15) Fastener #14 required at lap required at lap t t t t Standard Standard Large F46 F3830 1• max. 2" o.c. max. Typical Spacing (15) Fastener #14 UrequIr'edat required at lap Northern Northern Large F394 F875 (10) Fastener #14 This end only Gutter (See To Gutter End \Cap ) Table Gutter Expansion Cover (See.. Table) MPR04003 Jan '14103 03 Expansion Gutter Cap (Sete Table) r(2) (Fastener #14 one side only Gutter End Cap (See Table) //-Gutter- (See utter(See Trable) PER Panel - Signature Standard and Standard Large Gutter PMVPER020202 Partially or Fully Open Wall v'14R04 IScrew must be Installed through the Tape # Fastener 4 Sealer to ensure a water tight connection. J-14xa" LL SO W/Washer Tape Sealer HW506 6" Long Gutter Support PBR Panel Section A Gutter Gutter End Cap ExCover " ExpCaansion P Standard F46 F47 (12) Fastener #14 F646 F653 Standard Large F3830 F3831 (14) Fastener #14 F3802 F3832 Northern F394 F395 (15) Fastener #14 F657 F658 Northern Large F875 IF889 (17) Fastener #14 F642 F629 PER Panel - Signature Standard and Standard Large Gutter PMVPER020202 Partially or Fully Open Wall v'14R04 IScrew must be Installed through the Tape # Fastener 4 Sealer to ensure a water tight connection. J-14xa" LL SO W/Washer Tape Sealer HW506 6" Long Gutter Support PBR Panel Section A PER Roof Panel - Standard and Standard Large Fastener # -14 x a" LL SD W/Washer Wall Panel Fastener #4 4-14 x J" LL SD W/Washer at 1'-0 O.C. I at 14 '-0 O.C. Gutter Su Support Standard F893 (shown) Fastener 3 #Fastener 12-14 x 1t" LL SO W/Washer Gutter Support Standard F893 (Shown) #3 12-14 x 1}" LL SO W/Washer Standard Large F3357 attached with (3) Fastener #4 at 5"-7'-5' O.C. Inside Panel Closure HW455 Standard Large F3357 Attached with (3) Fastener #4 at 5"-7"-5" O.C. See Sheeting �-14 x b" LL SO W/Washer See Sheeting with continuous Tape Sealer Layout 4-14 x a" LL SO W/Washer (See Erection Drawings n Layout Inside anel Closure HW455 — with Continuous Tape Secler (See Erection Drawings HW506 top and bottom 9 for Spacing) HW506 To and Bottom 1" P for Spacing) 1�- Eave Gutter Standard F46(Shown) Mute "A" Note "A" Lar Standard Large F3830 I Eave Gutter Standard F46 (Shown) Fastener #14A Standard Large F3830 Fastener #14A d"D x J" J*0 x a" 5'-0" O.C. 5'-0' O.C. Eave Trim F2955 Fastener #17A 12-14 x 1r SO W/Washer Eave Trim F2955 Fastener #17A 12-14 x 11" SO W/Washer Fastener #14 I at 2'-0 O.C. 9"0 x A" �J Without Closure ,-0 O.C. Fastener #14 "m x" 3'-0 O.C. "Optional" Outside I Fastener #17A Panel Closure (See GD06002) 12-14 x 1}' SO W/Washer I with Closure l at 1'-0 O.C. Fastener #14A 1�" J*0 x �"Llnol 1'-0 O.C. Steel Spacer Trim F2901 - 8' or 81" Member F2914 - 10" Member F2927 - 12" Member PER Roof Panel - Standard and Standard Large Low Eave Rake Corner with Eave Gutter -14" Wall Panel Mitered Eave Gutter Standard F46R (Shown) Fastener #14 Tape Sealer Fastener #4 HW506 x_14 x J'" LL r}"0 x J* 2" o.c. max. Mitered Rake Trim SO W/Washer (7) at Stand Standar Rake Trlm To (8) at Large FSOL (Shown) Roof Panel F50R (Opposite) 1'-0 O.C. max. Fastener I - Standard Largo -14 x �" LL F3850R (Shown) SD W/Washer 3" O.C. max. F3850L (Opposite) (12) at Standard Gutter 13� Stnndard 1 loco° IPRO4004 ov'1414 `-Field cut Notch to allow Rake Trim to overlap lip of Gutter Field Cut flush with Face of Panel or Trim 1.) Apply Tube Sealant to End Cap bottom and side tabs. Install Mitered Eave Gutter Standard F46R (Shown) gaps with Tube Sealant. F46L (Opposite) End Cap B.todgrd Larae Standard Standard F47R (Shown) F383OR (Shown) F3830L (Opposite) F47L (Opposite) d" Large Standard Large F3831R (Shown), Fastener #14 F3831L (Opposit) J"o x A" End Cap 2" o.c. max. (12) at Standard Gutter (14) at Large IPRO4004 ov'1414 `-Field cut Notch to allow Rake Trim to overlap lip of Gutter Field Cut flush with Face of Panel or Trim PER Panel - Standard and Standard Large MPR( Signature Rake Trim - Sheeted Wall MP Fastener #17A 12-14 x 1}" SD W/Washer at each pur!in Rake Trim Standard 1750 (shown) Standard Large F3850 Fastener #17A --� 12-14 x 14" SO W/Washer r 1 Fastener #4 J"-14 x a" ILL SO W/Washer at 1'-0 O.C_ Tape Sealer HW506 Roof Panel Rake Angle RA1 Purlin Rake Slide Rake Trim F215 Outside Panel Closure OF (See GD06003) Fastener #4,A Fastener #4A �-14 x i" SD W/Washer J-14 x I" SO "usher at P-0 C.C. at 1 -0 O.C. Standard (Fixed) For roof runs 100' or less Rake Trim `Outside Panel Closure (See GD06003) Alternate (Sliding) For roof runs greater than 100' BUILDING t IVI'S'bCN 0 U ca 0 4 0 q) O m 0 0 0 ti S } G E o C� Q. o G 15'Frz O mp U 0 V o o .` o o �y2 J LO C d a,LO v • mQ)zo m •� O` BMW �o a 0)Z G a y �q w n� ra E C mom rig l02 F- I ❑ ❑ In m 00 wHu LO :5 LJ _J w V) (5 0 N W d U a a E C5?rn 0 Scale. NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. • LDG Job Number: 15-B-17124-1 Sheet Number. • R19 of 24 The engineer whose seal appears hereon is on employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A a NO. CO50732 4, 1.) Apply Tube Sealant to End Cap bottom and side tabs. Install Cap In from end of Gutter. Inspect after installing and seal any gaps with Tube Sealant. Standard 2,) Attach Eave Gutter to Roof Panel locating end post face of JLSItn-eor Large Panel or Trim. (See Gutter Placement) 3.) Align edges of Eave Gutter and Rake Trim and attach Rake ce of Panel Trim as shown. Apply Tube Sealant along edges to seal. Trim 4.) See Eave and Rake Construction Details included with Erectla Gutter Placement Drawings for attachment of Eove Gutter and Rake Trim to Roof and Walls. PER Panel - Standard and Standard Large MPR( Signature Rake Trim - Sheeted Wall MP Fastener #17A 12-14 x 1}" SD W/Washer at each pur!in Rake Trim Standard 1750 (shown) Standard Large F3850 Fastener #17A --� 12-14 x 14" SO W/Washer r 1 Fastener #4 J"-14 x a" ILL SO W/Washer at 1'-0 O.C_ Tape Sealer HW506 Roof Panel Rake Angle RA1 Purlin Rake Slide Rake Trim F215 Outside Panel Closure OF (See GD06003) Fastener #4,A Fastener #4A �-14 x i" SD W/Washer J-14 x I" SO "usher at P-0 C.C. at 1 -0 O.C. Standard (Fixed) For roof runs 100' or less Rake Trim `Outside Panel Closure (See GD06003) Alternate (Sliding) For roof runs greater than 100' BUILDING t IVI'S'bCN 0 U ca 0 4 0 q) O m 0 0 0 ti S } G E o C� Q. o G 15'Frz O mp U 0 V o o .` o o �y2 J LO C d a,LO v • mQ)zo m •� O` BMW �o a 0)Z G a y �q w n� ra E C mom rig l02 F- I ❑ ❑ In m 00 wHu LO :5 LJ _J w V) (5 0 N W d U a a E C5?rn 0 Scale. NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. • LDG Job Number: 15-B-17124-1 Sheet Number. • R19 of 24 The engineer whose seal appears hereon is on employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A a NO. CO50732 4, PBR Panel - Standard and Standard Large Signature Rake Trim - Open Wall Fastener #17A 12-14 x Ir SD W/Washer at eachachpurpurlin Fastener #17A 12-14 x 11" SD W/Washer at 2'-0 O.C. Rake Trim Standard F50 (shown) Standard Large F3850 See Below Spacer Trim F2901 – B' Member F2914 – 10" Member F2927 – 12" Member Fastener #4 1-14 x a" LL SD W/Washer at 1'-0 O.C. Tape Sealer HW506 Roof Panel Rake Angle RAI J 1 " Steel � Fastener #17A 12-14 x 11 Line SD W/Washer each purlin PR05003 �—_--PSR Roof IV 021 Rake End Lap Installation -14" Wall Panel Rake Trim Rake Trim Rake Slide Trim Fastener #4A F215 J-14 x b" SD W/Washer at 1 –0 O.C. Fastener #4A 1-14 x a" SD W/Washer at 1 –0 O.C. Standard Alternate For roof runs of For roof runs 100' or less greater than 100' e outside b of the finish panel may fall Note: For some special conditions th o r p y short of the rake trim. Use the rake extension trim for this condition. Field cut the rake trim and rake extension trim if required. Fastener #4 J-14 x J" LL SD W/Washer at Lap I MPRO5010 &).t '141163 Fastener #4 4-14 x J" LL SD W/Washer 3" D.C. mom (Trim Color„ For Placement See Details Below) Backside View of Lap (7) Fastener #14 (7) Fastener #14 required at lap required at lap Date Fastener #4 Fastener #4 t-14 x J" LL 1-14 x b" LL SD W/Washer SD W/Washer (4) Req'd At Lap (4) Req'd At Lap Downspout Strap (1) at F797 P p °°`° "w Dec'12 00 T f T F81 – 6"x6' Downspout Fastener #14 F1829 – 8"x8" Downspout T F320 (10'-6") t f7 Standard Standard Large F50 1`3850 – Fastener #14 d"m x A" 2" o.c. max. (For Placement see details below) }" bead Tube Sealant take Trim Profile varies, :Standard F50 shown) (7) Fastener #14 (83) Fastener #14 required at lap reaquired at lap Fastener #4 Fastener #4 x{--14 x 4" LL 4-14 x LL S>D W/Washer SD W/Washer (',4) Req'd At Lap (4) Req'd At Lap T Northern iNorthem Large F234 F996 Roll Form Downspout Layout Gutter fprofl/e A4 tro n Field Locate — Opening In Gutter / Downspout Strap Attachment PBR, RBR, AVP, PBA, VistaShadow, & IMP Fully Sheeted Wall 4 DP00011 (4) Fastener #14 Seal Downspout to J Date Rev 1/8" x 3/16' Gutter connection with F81 – 6"x6" Downspout Fosterer #4A F1829 – 8"x8" Downspout Tube Sealant HW54_ F903 – 9J"x9r Downspout Downspout Strap (1) at F797 P p °°`° "w Dec'12 00 Upper Downspout Downspout F81 – 6"x6' Downspout Fastener #14 F1829 – 8"x8" Downspout (4"x5" Shown) F320 (10'-6") (2) Per Side at F81, F903 Downspout Vent F313 (14'-6") Downspout Strap Fastener #4A N� 10-0" 10'-0" Downspout Strap F797 (TYP) + See DP00011 For Downspout at (2) at F81, F903 and F1829 F81 – 6"x6" Downspout F1829 – 8"x8" Downspout Fastener #14 F903 – 9Fx9r Downspout Strap Fasteners Lower Downspout -- F320 (1(Y-6") (2) Per Side at F81, F903 IMPL&II Panel Attachment (4°x5° Shown) and F1829 •a..� 1`313 (14'-6") „ I � I I �_ 4:12 / Pulley Eyebalt Attached J PBR Roof Panel � I I I I I ; I I' 6:; � with + Nct Metal -Muni Bldg (6) Fastener #14 1/8" x 3/16" ' . with Tape SealerHW506 (TYP. At Splice) Downspout Kicl F321 I'UUUU1 Downspout Strap Attachment PBR, RBR, AVP, PBA, VistaShadow, & IMP Fully Sheeted Wall 4 DP00011 '14 R 01 Date Rev F797 – 3}"x4" and 4"x5" Downspouts un'15 02 F81 – 6"x6" Downspout Fosterer #4A F1829 – 8"x8" Downspout 4--14 x r SD W/Washer F903 – 9J"x9r Downspout Downspout Strap (1) at F797 P p °°`° "w Dec'12 00 (2) at FBI, F903 and 1`1829 F797 – 3J"x4" and 4"x5' Downspouts Downspout F81 – 6"x6' Downspout Fastener #14 F1829 – 8"x8" Downspout (4"x5" Shown) to x J* Pop Rivet SS F903 - 91"x9r Downspout (1) Per Side at F797 (2) Per Side at F81, F903 Downspout Vent and F1829(4"x5" Shown) P9B�Y>alLPsnel Attachment Note: 1. Refer to the building erection drawings for the spacing of the downspouts. 2. Locate all downspouts over a panel major rib If posslb!e. 3. A field splice is required for save heights greater than 16'-0". Always measure the required length starting at the swaged and. After cutting to length, insert the swaged end of the cut downspout into the top of the lower downspout. 4. Downspout straps F797 are Located at the bottom of a downspout, below a splice, and at mid point of downspout longer than 10'-6". See DP00011 for downspout strap fasteners. Fastener #4A 4-14 x r SD W/Washer (1) at F797 (2) at F81, F903 and F1829 Fastener #14 d"0 x J" Pop Rivet SS (1) Per Side at F797 (2) Per Side at FBI, F903 and F1829 Downspout Strap F797 – 31"x4" and 4"x5" Downspouts F81 – 6"x6" Downspout F1829 – 8"xB" Downspout F903 – 91"x9}' Downspout Downspout (4"x5" Shown) Fastener #4A –/ i Ridge Vent Installation Downspout Strop 4-14 x r SD W/Washer P GPR12016 Vent Operator Attachment F797 – 3}"x4" and 4"x5" Downspouts (1) at F797 F81 – 6"x6" Downspout (2) at F81, F903 and F1829 F1829 – 8"x8" Downspout Fastener #14 F903 – 9J"x9r Downspout �"0 x A* Pop Rivet SS °°`° "w Dec'12 00 (1) Per Side at F797 Downspout VP ABA/VistaShadow (2) Per Side at F81, F903 Wall Panel Attachment (4"x5" Shown) and F1829 Preformed for pfm Vent Ridge Cap Downspout Strap Fastener #4A 4-14 x r SD W/Washer (1) F797 10-0" 10'-0" F797 – 3�'W and 4"x5' Downspouts at (2) at F81, F903 and F1829 F81 – 6"x6" Downspout F1829 – 8"x8" Downspout Fastener #14 F903 – 9Fx9r Downspout "0 x J" Pop Rivet SS (1) Per Side at F797 Downspout (2) Per Side at F81, F903 IMPL&II Panel Attachment (4°x5° Shown) and F1829 3:12 12" x 10'-0 Ridge Vent Pup. GPR12011 Ridge Vent Installation P Ridge Vent Installation P GPR12016 Vent Operator Attachment 'ZPR12100 R v'14 ® No2 Dec'12R00 PBR Panel PBR Panel PBR Panel Dec'12x®0 with Sidewall Cable Assembly °°`° "w Dec'12 00 Die Formed Vent Preformed for pfm Vent Ridge Cap a 1:12 roof slope OCm� F52-_ (Max 2 1/2:12) 10-0" 10'-0" f- I RDie idge 9 P 1`52-_ / � 7:12 Cable Clamp / Vent Vent (Max, 2 1/2:12) 3:12 Pulley with Eyebolt Attached –/ • Support Angle „ I � I I �_ 4:12 / Pulley Eyebalt Attached J PBR Roof Panel � I I I I I ; I I' 6:; � with + Nct Metal -Muni Bldg Outside Panel Closure HW456 Scribe Line End Cap fa tlarufactcrer with Tape SealerHW506 Turn ventilator over and place gently on its top. Note that the end cap is top and bottom pre -formed for a 1:12 roof pitch. The five bench mark dots represent 2:12, 3:12, up to 2 Vents 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated corners and the may be linked appropriate dot for the roof pitch. Cut and remove that portion of the end cap. On End Skirt Gutter Vent Vent Vent 5:12 and 6:12 roof itches see vent manufccturer s s ecim! instructions for the I N I I installation of the vent skirt. The end cap is now ready to recieve the end skirt. vent Operator HW722 Operator _ _ _ _ _ _ Fastener3 # 12-14 x 1J" LL I I Tape Sealant End Skirt Gutter _\ II S I SD W/Washer (See _PR00011) HW507 Tape Sealant I End Skirt Cutter�� I 1 7 Fastener 4 HW507 I I I (6) Fastener 114 1/8 x 3/16" �`'C. ! Eave stmt Cable Clomp–,""I+ Suppat8 1--14 x J" LL Roof panel major rib Pop Rivet (6) Fastener #14 Coble SD W/Washer 1/8 x 3/16" at 1'-0 O.C. 4t" 12" Note: Bend end skirt gutter assembly Pop Rivet End Cap Outside Panel Closure HW456 to follow exact roof slope. End Cap with Eyebolt A tacked " with ToSealer HW506 1-4 - top and bottom Position end skirt onto end cap. Be sure the down -turned angle of the end skirt Pulley with Eyebolt Attached is inside of and up against the end cap. Attach end skirt to ventilator end cap with Fastener #14 in six places. This detail is for your convenience only. Ridge vents are not covered under weather This detail is for your convenience only. Ridge vents are not covered undder weather tightness warranties. The building manufacturer does not recommend the use of tightness warranties. The buil&n^ monufacturer dc not recommend the,- use of This detail is for your convenience only. Ridge vents are not covered under weather Cable Clamp t a ridge ventilator on roof systems over 200 in width or with a roof slope less than a ridge ventilator an root` systems over 200' in width or with a roof sloppe less than tightness warranties. The building manufacturer does not recommend the use of 1:12 or greater than 6:12. 1:12 or greater than 6:12. a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Hook SEyebolt BUTS E- �C' iii',�_.. BUID,44:a i,{, I 7 G F% Q) 0 O 0 A } G E o CC�� � o G O m� o o O C V N g JTor N Li V7 O l Z :5 LLI aU m z o V o (,a Vi mz c c i/ R ` Lo EIn w � .E ` e `` F ❑ ❑ 0 V)ZQ0 p N W � U a E �S�N p oZtr)p c U In NJJ O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. LDG Job Number.- 15-8-17124-1 Sheet Number. • R20 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMM11A t No.CQ50732 4. Vent Operator Bar Attachment with Cable Assembly Detail For modular -span buildings R Is not necessary to run Cable - cable to sidewall or endwall. Cable may be ran to an interior column. Field connect the eye bolt to the column. Eye Bolt over � u Chain "S" Hook to be attached to the of the girt with an eye bolt * Not By Metal Bldg Ma�t'1410 Manufacturer PW09025 LP, with Fleld Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. Up to 5 Vents Girt o 0 n may be linked Dec'11100 Using Vent Field Notch and Bend Tabs at Head Trim 3 1}" `o Operator HW724 1J" Cable -"S" Hook PR12120 Ic'12100 Hook r— Bracket 19 Not By Wtcl Bldg Manufacturer Up to 10 Vents may be linked Using Vent Operator HW721 8�'S" Hook Boltror Cable without Lever Arm Pull Lever Arm Pull Mounted On Low Gir# Fielc I Bracket Chain --Cable �—+Cee section support � Cable Clamp Fasten T Hook to eye bolt to a secure damper In dosed position.`s tcr "S" Hook 6i Bolt Eye Bolt + Lever Arm Pull Mounted On Support Mounting ithout Lever Ann Pull Boat Optional Vent Operators Winch Support Detail Pinch Attached To Column Flange ranting Pla 212121 "12800 s (4) Memherr Soars Winch Attached to Support By Others Bietween Girls PBR Wall Panel - Walk Door & Glass -Front Walk Door u PW090Z Trim Installation with Field Notch Panel at Head Trim Ma�t'1410 ND11; Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023� PW09025 LP, with Fleld Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. PW09027 Head Trim F481 See o 0 n `o k 0 Q Y Door Width + 6}" (+ V-6 for each SideLite) Dec'11100 PW09030 Field Notch and Bend Tabs at Head Trim 3 1}" `o Door Width + 3J" (+ V-6 for each SideLite) 1J" 0 4 o Y y o u_ o See PWO9023 & PW09027 O a 0 N 3 Y Fastener #14A b" x J" I in i"1 c 3 0 0 3 S Note: All trim is to be Note: Field measure Door Width end Installed BEFORE blanket Height before mcklno field cuts and insulation is applied to woks, adjust cut dimensions accordingly. PBR Wall Panel - Walk Door & Glass- Front Walk Door P PW09023 Field Notch Panel at Head Trim Dec'11 R00 C4et Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 Q$ with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. Door Width + 31" '+ l'-6 for each SideLite) Door Width 1'-6 for each SldeLlte) 0 Head Trim 1`481 See PWO9027 for Jamb Trim field cut detail I Jamb Trim F482 or Optional F484 I Fastener #14A d" x g" Pep Rivet at 20" O.C. IPanel Rib Door Width + 3J" ;+ l'-6 for each SideLite) Door Width l'-6 for each SideLite) Field notch Panel at Head Trim `o ..� 0o W09024 ka, PBR Wall Panel - Walk Door & Glass -Front Walk Door PW09025 PBR Wall Panel - Walk Door & Glass -Front Walk Door PW09027 Head Trim F481 See o 0 n '14101 Dec'11100 PW09030 Field Notch and Bend Tabs at Head Trim Jamb Trim Field Cut Details Dec'1110 Jamb Trim Installation or PWO9032 o Fastener #14A b" x J" I 3 S Pop Rivet at 20" O.C. Y `0 3 0 s ° 2 & PW09023 && PWO9025. o H4tE; Trim Installation can be done by Field Notch Pane! as shown on PW09022 & 3 0 I 4— Jn jI Bead of HW'54- Tube Caulking I 4�" jl o L from Header to Floor (see section) 3 I 00 o as shown on PW09024 & iPW09025.9025. o 0 0 o Jamb Trim F482 Jamb Trim F482 n I + or Optional F484 or Optionol F484 ° i atter Installation 0 a 00 o °0 3 f III o ISee PWO9029 I o i �" Door Width + 3 " (+ 1'-6 far each SideLite) 1�' or PW09031 I'" I Urethane Tube Sealant o r Finish Floor Line I I II I I III f {{f I—II 1 " Door Width (+ l'-6 for each Sidei_ite) 1 " Door Width + 33" (+ 1'-6 for each SideLitel I— Note: All trim is to be Note: Field measure Door Width end Installed BEFORE blanket Height before mcklno field cuts and insulation is applied to woks, adjust cut dimensions accordingly. PBR Wall Panel - Walk Door & Glass- Front Walk Door P PW09023 Field Notch Panel at Head Trim Dec'11 R00 C4et Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 Q$ with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. Door Width + 31" '+ l'-6 for each SideLite) Door Width 1'-6 for each SldeLlte) 0 Head Trim 1`481 See PWO9027 for Jamb Trim field cut detail I Jamb Trim F482 or Optional F484 I Fastener #14A d" x g" Pep Rivet at 20" O.C. IPanel Rib Door Width + 3J" ;+ l'-6 for each SideLite) Door Width l'-6 for each SideLite) Field notch Panel at Head Trim `o —#- W09024 ka, PBR Wall Panel - Walk Door & Glass -Front Walk Door PW09025 PBR Wall Panel - Walk Door & Glass -Front Walk Door PW09027 PBR Wall Panel - Knock Down Walk Door o 0 n '14101 Dec'11100 Trim Installation with Field Notch and Bend Tabs at Head Trim Field Notch and Bend Tabs at Head Trim Jamb Trim Field Cut Details Dec'1110 Jamb Trim Installation Y 1@ 3 S Mar'15 02 Note Trim Installation can 4B with Field Notch and be done by Field Notch Panel as shown on 9024 Bend Tabs at Head Trim as shown on PWO9024 2 & PW09023 && PWO9025. H4tE; Trim Installation can be done by Field Notch Pane! as shown on PW09022 & 3 • I 4— Jn jI 4�" jl o as shown on PW09024 & iPW09025.9025. I Caulk these edge I I + I, III atter Installation 0 a 00 o °0 3 f III 0 c i �" Door Width + 3 " (+ 1'-6 far each SideLite) 1�' II 1" I'" I Urethane Tube Sealant � I II I I III f {{f I—II '0 Bead Header to Floor o � • 000 ` °o 2 See PWO9025 & PWO9027 Optional Jamb Trim 1`484 Top View Qamb Tri F482 I4,ZYle+� RAi Sheeting Angle From base to 7'-6 Y m 0 0 3 co 0 % Y n Head Trim 1`481 I Field) cut Panel Nst€_ Panel positlion is shown with Pane! Rib and Doior on 1'-0 module. Note_ All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Door Width amd location. Field Insulation is applied to walls. measure before nutting Panel and Trim. BUJ ►-TE CLr.J1U r i_ ig} c G_ t3 U m� Q) + 0 O c 0 k } G 5 - cc c E g1` o ti 0 mA O U w � 00 V o 0 O C of o =o 171 ma t° " N Mz0 N V 5 o mw �n _ ag 7o1z c c G a ` y �A N w DE(` Q`` I- Z-) F-1 1:1to t W��tou y w V)2Q_J p N Of to a_ E 0 _J Zto0W 3 J a_<tZJ O` U (nNJ O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer: LDG Job Number: 15—B-17124-1 Sheet Number. • R21 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMMIIA No. CO50732 ec 14, 2015 PBR Wall Panel - Walk Door & Glass -Front Walk Door W09024 ka, PBR Wall Panel - Walk Door & Glass -Front Walk Door PW09025 PBR Wall Panel - Walk Door & Glass -Front Walk Door PW09027 PBR Wall Panel - Knock Down Walk Door PWO9031 '14101 Dec'11100 Trim Installation with Field Notch and Bend Tabs at Head Trim Field Notch and Bend Tabs at Head Trim Jamb Trim Field Cut Details Dec'1110 Jamb Trim Installation Mar'15 02 Note Trim Installation can 4B with Field Notch and be done by Field Notch Panel as shown on 9024 Bend Tabs at Head Trim as shown on PWO9024 2 & PW09023 && PWO9025. H4tE; Trim Installation can be done by Field Notch Pane! as shown on PW09022 & 3 I 4— Jn jI 4�" jl Qf? with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & iPW09025.9025. 'r Door Width + 63" (+ 1'-6 for each SideLite) 0 a 00 Door Width + 61" (+ 1'-6 for each SideLite) III 0 c i �" Door Width + 3 " (+ 1'-6 far each SideLite) 1�' II 1" I'" I Urethane Tube Sealant 0 3 11" Door Width + 3J" (+ V-6 for each SideLite) 1}" f {{f I—II '0 Bead Header to Floor 000 ` °o 2 See PWO9025 & PWO9027 Optional Jamb Trim 1`484 Top View Qamb Tri F482 I4,ZYle+� RAi Sheeting Angle From base to 7'-6 Y m 0 0 3 co 0 % Y n Head Trim 1`481 0 0 o o 0 o 4�" girt Field notch at girt and base member, attach with (2) Fastener 12A 12-14 x 1" Pancake SO W/0 Washer o is iv 3 co I Front V1.qw I °o 0 4 at each member Fastener #14A J"0 x Pop Walk Door Jamb Head Trim 1`481 Feld Notch and See End Cut Detail Endl Vlew 0 I n 0 I • Field Cut and Remove Rivet SS at 1'-8" O.C. (Profile may vary) See Bend 1J" Tab Y n Y n PWO9030 a I or PW09032 I ° behind Jamb Trim. Attach with Fastener #it �" x {n - 1�" Opening Width - I - - Do not cut or remove back le 9 Note: All trim is too be installed BEFORE bltanket — 3 M iv 3 8 3" Walk Door 2" Glass -Front Door Double Sided Tape (Not b 6!d' Mf Y 9 9) Blanket Insulation Fastener #14A d" x �" Pop Rivet. See Insulation is applied to walls Pop Rivet at 20" O.C. PWO9025 for I Bend 14" Tab 1L Cut and remove i 0 I I details. down 90 degrees g + �i Panel position is shown with Rib and Door on 11'-0 module. remainder of front foldPanel n I c "Bead of HW54_ Tube Caulkln I °Location Field and Remove of Rib may vorW depending onLo the Door Width and locattlon. Field before Panel Trim. I \ �- / \ Y 'n o ° = from Header to Floor (see section) measure cutting and 9 / Field Cut Wall Panel 3 4 i `o o 0 End Cut Detailo (Viewed from top of Head Trim) Pmnel Rib Side Vlew at Head Trlm E PBR Wall Panel 0 o 0j Jamb Trim F482 Jamb Trim F482 ° 1pj"' 0 n.2 ° or Optional F484 or Optional F484 Door Width + 31" — — m o Note,* Terminate Blanket Insulation i. (+ l'-6 for each SideLite) 11 Door Width + 34• 0 3 at capillary lip of Jamb Trim n Door Width (+ i'-6 for each SideLite) 0 . 0 i Door WidthY (+ i'-6 for each SideLite) ii" 3 u_ Field flatten Trim leg when required o ISee PW09029 I ° Field Notch and Bend 1 Tab co �" H o y Door Width + 3 �" or PWO903t behind Jamb Trim. Attach with ° o I I 0 Jamb Trim F482 (shown) Fastener #14 �" x f�" Pop Rivet 0 I I 1`.y. or 0 trona) Jamb Trim 1`484 p ' Y • 3 � I Finish Floor Line 0 0 • -------- ---- Head Trim 1`481 o - 0 I 0 Finish Floor Line Ili- '.. Door Width (+ 1'-6 for each SideLite) � See PWO9027 for Jamb I Y I $ 3 �" — — Trim field cut detail o Jamb OpiF48 Door Width + 31" (+ 1'-6 for each SldeLlte) I o o Side View at Sill Trim Trim 1`464 Profile Jamb Trim F482 or Optional 1`484 n o I ( II I I I Trim 1`482 and Note: Panel posltlron Is shown with i • ° G i I Note: Field measure Door Height before 9 field dimensions pJamb Optional Jamb Trim 1`484 Front View Panel Rib and Doowr on 1'-0 module. Note: All trim is to be Location trim Is ft to be ote: Field measure Door Width and Fastener #14A �" x -++ Field Panel making cuts and adjust cut of Rib miay vary depending on installed BEFORE blanket 'All installed BEFORE blanket before making f eld cuts [Height and Pop Rivet of 20" O.C. ! cwt accordingly so that Jamb Trim fits to Head Right Jomb Trim as shown the Door Width anid location. Field Insulation Is applied to walls. before Insulation is applied to walls. djust cut dimensions accordingly. ^ Trim & at 1i" below Finish Floor Line. Left Jamb Trim opposite hand measure cwtting Panel and Trim. BUJ ►-TE CLr.J1U r i_ ig} c G_ t3 U m� Q) + 0 O c 0 k } G 5 - cc c E g1` o ti 0 mA O U w � 00 V o 0 O C of o =o 171 ma t° " N Mz0 N V 5 o mw �n _ ag 7o1z c c G a ` y �A N w DE(` Q`` I- Z-) F-1 1:1to t W��tou y w V)2Q_J p N Of to a_ E 0 _J Zto0W 3 J a_<tZJ O` U (nNJ O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer: LDG Job Number: 15—B-17124-1 Sheet Number. • R21 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMMIIA No. CO50732 ec 14, 2015 PBR Wall Panel - Knock Down Walk Door Head Trim Installation PBR Wall Panel Fastener #17A 12-14 x 1r SO W/Washer at 1'-0" O.C. Fastener #17A 12-14 x 1}" SO W/Washer at 5"-7"-5" O.C. ixr Girt Fastener #14A J"O x r Pop Rivet SS at 1'-8" O.C. PWO9032 PBR Roof Panel Perimeter Trim Fastener and Sealant Reference er. ar'15 it02 RAKE LAP F50 2' LAP (Profile may vary) F F (7) Fastener #14 1'-0- O.C.(4) Fastener #4 Faetener�t}4A x }" High LOW LL1.4- V-0" O.C. Trim Cols Trim Color Mit Side Side CoropY-M ,bila TRANSVERSE EXPAN. VALLEY FLASHING Fastener tµ 1//4-14 x r CONTINUOUS EAVE Low Bj" Cee F350 F711 Low Eave Trim 1`283 F284 1`2957 34" Tube Sedont (2) Fastener #12A F2962,F2963,F2964 Fuel—#4A 4r�1 (6) Fastener j4 12-14 x 1' P.H. SC 12 Tube Sealant (7) Faetaner #14 d" x 1}' Pop Rivet ps Lap Fee— #17A 12-14 x 1}• So W/ Washer 24" O.C. Top & 12" O.C. Bottom Trim Color 4-14 x r SD W/ Washer 9 Tube Sealant (2) Fastener #14 }" x J' Pop Rivet per Lap Fastener #14 36" O.0 W/O Cloatim Fastener #14A r x Jr Pop Rivet 12' O.C. W/ Closure Trim Color 1-14 x }" LL SD 74• SsalantArD 21' Tube Sealant at 12' O.C. (19) Fastens 4 W/ Washer per Lap 24- Tape sealant per Fast Cmapy-No Soffit Trim Color Canopy -No Softs Trim Color ,lush CmapY Trim Cols High 81" Cee GPR00008 Oct'14R00 HIP FLASHING F71 Fastener #4 }-14xr LLSo W/ Washer at 6" O.C. k (6) per Lop Trlm Color 35" Tube Sealant Head Trim F481 L Walk Door Header GPR00009 RAKE RAKE LAP F50 2' LAP (Profile may vary) 21' Tubs Caulking LL SD W/Wosher (7) Fastener #14 1'-0- O.C.(4) Fastener #4 Faetener�t}4A x }" Isr f4 LL1.4- V-0" O.C. Trim Cols Trim Color Mit CanapY-No SoHit Canopy -3',1",1}' SottR CoropY-M ,bila Canapy-r.10,Ir Soffit Flush Conspy Fastener tµ 1//4-14 x r Low 8)' Cee Low Bj" Cee Low 10' Cee Low 10' Cas Low Eave Trim 1 1a 4-14 x r Faetensr #4/ 1`2957 F295E,F2959,r2930 F2961 F2962,F2963,F2964 F2955 4r�1 12' Tube Sedant (7) Fastener #14 r x it Pop Rivet per Lap Fastener #17A 12-14 x 1}" So W/ Washer 24. O.C. Top & 12" O.C. Bottom Trim Color 12' Tube Sealant (7) Fastener #14 r x 11- Pop Rivet per Lap Fastener #17A 12-14 x 1}" I SD W/ Wcehar 24b.C. Fastener #14 12' O.C. Trim Color 12 Tube Sealant (7) Faetaner #14 d" x 1}' Pop Rivet ps Lap Fee— #17A 12-14 x 1}• So W/ Washer 24" O.C. Top & 12" O.C. Bottom Trim Color 12' Tube Sealant (7) Fastener #14 }' x (j" Pop Rivet per Lap Faetaner #17A 12-14 x 1i" SD W/ Washer 24'0.C. Fastener #14 12' O.C. Trim Cola 9 Tube Sealant (2) Fastener #14 }" x J' Pop Rivet per Lap Fastener #14 36" O.0 W/O Cloatim Fastener #14A r x Jr Pop Rivet 12' O.C. W/ Closure Trim Color Right as Shown Field Work 21' Tube Sealant L:1 (19) Fastens 4 Finish Floor Line (3) Fastener #4 Cmapy-No Soffit Canopy -t'.11,1}- somt Canopy -No Softs CanooY-r, .lr SoMt ,lush CmapY Trim Cols High 81" Cee High 81" Cee High 10" Cee High 10' Cee Floating Eave Trim Ewe -No Soffit F2965 F2966,F2967,F2968 F2969 F2970,F2971,F2972 F2952 Note: All trim is to be 12- Tube Sealant (7) Fastener #14 12' Tube Sealant (7) Fastener #14 12' Tube Sealant (7) Fastener #14 12' Tuba Sealant (7) Fastener #14 9• Tube Sealant Fastens #4A }-14 x r Installed BEFORE blanket }' x J* Pop Rivet per Lap }' x 4. Pop Rivet per Lap }' x 4" Pop Rivet per Lop r x f11" Pop Rivet per Lap SD W/ Washs 12" O.C. Insulation is applied to Walls. Fastens #17A 12-14 x 1}" SD W/ Washer 24' O.C. Top Fastens 11 12-14 x ,}' SD W/ Woeher 24'0.C. Fastener #17A 12-14 x 1}" SO W/ Washer 24" O.C. Top Fast., #17A 12-14 x 11' SD W/ Washer 24'O.C. (2) Fastens #14 f x A* Pop Rivet per 2 Lap I I & 12" O.C. Bottom Fastener #14 12" O.C. k 12. O.C. Bottom Fastens #14 12" O.C. Trim Color fsgnsld.}',t•,tj' setas Trim Color Trlm Color Trkn Color Trim Color Masonry Trim PBR Roof Perimeter Trim Reference - Standard Trim % 0 Z�� C -I (I JI GUTTER GUTTER LAP GUTTER CAP EXPANSION COVER F46 2" LAP I 1`47 F646/F653 #4 Screw 1/4-14 x r 42' Tube Sealant 17' Tube Sealant (12) Fastener /t4 LL SD W/Waehs (13) Fastens #14 (12) Fastens #14 Trim Color 1•-o' O.C. Trim Color Trim Color Roof Cols MPR00001 PBR Panel puts Mar'14 R04 Perimeter Trim Reference - Trim Fastener and Sealant GUTTER CLIP F893 Eave Trim Eave Trim LAP I Cl -oro Vented Ridge Metal Closure Fastener #41/4-14 x F89 2" LAP HW4040 HW4041 LL So w/wa.her Roof Color Fastener #4 1/4-14 x Fast— #4A 1/4-14 x �" B' Tube Sealant (3) Faetensr #3 (3) Faetensr #3 UL SD W/Wosher s0 w/Waeher 1'-0' O.C. (12) Fastens fie 12-14 x 1 1/4' LL SD 12-14 x 1 1/4' LL SD Trim Cols Fastens #14A Trim Cols W/Wodisr W/w'asher at W-0' O.C. (2) Fastser #4 1/4-14 x r (2) Fastens #4 1/4-14 x j Trim Color LL SD W/Washer LL SD W/Washer Roof Cols Roof Color W ^ 28' Taps Mwtk 28' Tape Maeilc Peak Box J F916 (12) Fastener #4 Expansion Ridge Trim Ridge Closure Flat Eove Trlm Inside Cloture 1/4-14 x r F675 F679 F2955 HW455 U. SD W/Wcshw (3) Fastener #4A 1/4-14 x r Fastens #4 1/4-14 x }" 30" Tube Caulking 1Y Tube Smlent 50 W/Washer Trkn Color LL SD W ahs (12) Fastens #4 (2) #14 per 2" Lap 2 rune at e' O.C. 1/4-14 x r #14 3'-0" O.C. w/out (16) Fastser #4 1/4-14 x r LL Sr, W/Waehe, assure it LL SD W/Waaher Trim Color 1-0. O.C. W/Claeu,. per lap him Color Trim Cols 66' Tube Sealant J Rake Slide Trim Ridge Cap Parapet High Side Parapet Rake Trim F215 F52 F195 F852 Fastens l 1/4-14 x }' 121" Tape Maetic le Tube Sealant 27• Taps Mortis SD W/Waeher (12) Faetaner 13 (2) Fastens #,4 k (3) Fastens µ }-14 x V-0 O.C. 12-14 x 1 1/4' LL SD (2) Fastens !4 1/4-14 x �' LL SO W/Waeher Trim Color W/W-hs LL SD W/waahsr at tap Trim Cols (6) Fastens #4 Faetensr 114 1/4-14 x r 1/4-14 x 1" LL SD W aaher LL S'D W/Waeher V-0' O.C. Trim Color Pane) Color PBR Panel GPR00009 RAKE RAKE LAP F50 2' LAP Fastener #4 1/4-14 x r 21' Tubs Caulking LL SD W/Wosher (7) Fastener #14 1'-0- O.C.(4) Fastener #4 Faetener�t}4A x }" Isr f4 LL1.4- V-0" O.C. Trim Cols Trim Color Mit Nigh HIGHSIDE HIGHSIDE LAP F54 2' LAP Fastener tµ 1//4-14 x r 19' Tube Sealant LL SD W/WOeher (e) Fastener #14 11-0' O.C. (2) Fastener #4 1 1a 4-14 x r Faetensr #4/ 1/4-14 x r .4AA SD hs LL SD W/Ylasher 1'-0 O.C. Trim Color Trim Color 4r�1 LL SD W/Washs sol �d gte CA1� Rake Gutter OUTSIDE CORNER INSIDE CORNER Right as Shown Field Work 21' Tube Sealant 22' Tube Sealant (19) Fastens 4 (13 Faetensr #14 (3) Fastener #4 (3 Fastener 04 ,/4-14 x r 1/4-14 x r LL SD W/Woeher LL SD W/Woaher Trim Cols Trim Calor MPR00001 PBR Panel puts Mar'14 R04 Perimeter Trim Reference - Trim Fastener and Sealant GUTTER CLIP F893 Eave Trim Eave Trim LAP I Cl -oro Vented Ridge Metal Closure Fastener #41/4-14 x F89 2" LAP HW4040 HW4041 LL So w/wa.her Roof Color Fastener #4 1/4-14 x Fast— #4A 1/4-14 x �" B' Tube Sealant (3) Faetensr #3 (3) Faetensr #3 UL SD W/Wosher s0 w/Waeher 1'-0' O.C. (12) Fastens fie 12-14 x 1 1/4' LL SD 12-14 x 1 1/4' LL SD Trim Cols Fastens #14A Trim Cols W/Wodisr W/w'asher at W-0' O.C. (2) Fastser #4 1/4-14 x r (2) Fastens #4 1/4-14 x j Trim Color LL SD W/Washer LL SD W/Washer Roof Cols Roof Color W ^ 28' Taps Mwtk 28' Tape Maeilc Peak Box J F916 (12) Fastener #4 Expansion Ridge Trim Ridge Closure Flat Eove Trlm Inside Cloture 1/4-14 x r F675 F679 F2955 HW455 U. SD W/Wcshw (3) Fastener #4A 1/4-14 x r Fastens #4 1/4-14 x }" 30" Tube Caulking 1Y Tube Smlent 50 W/Washer Trkn Color LL SD W ahs (12) Fastens #4 (2) #14 per 2" Lap 2 rune at e' O.C. 1/4-14 x r #14 3'-0" O.C. w/out (16) Fastser #4 1/4-14 x r LL Sr, W/Waehe, assure it LL SD W/Waaher Trim Color 1-0. O.C. W/Claeu,. per lap him Color Trim Cols 66' Tube Sealant J Rake Slide Trim Ridge Cap Parapet High Side Parapet Rake Trim F215 F52 F195 F852 Fastens l 1/4-14 x }' 121" Tape Maetic le Tube Sealant 27• Taps Mortis SD W/Waeher (12) Faetaner 13 (2) Fastens #,4 k (3) Fastens µ }-14 x V-0 O.C. 12-14 x 1 1/4' LL SD (2) Fastens !4 1/4-14 x �' LL SO W/Waeher Trim Color W/W-hs LL SD W/waahsr at tap Trim Cols (6) Fastens #4 Faetensr 114 1/4-14 x r 1/4-14 x 1" LL SD W aaher LL S'D W/Waeher V-0' O.C. Trim Color Pane) Color PBR Panel GPR00009 CORNER BOX RAKE CAP 1`430 F51 17" Tube Caulking 11' Tube sealant (e) Fastener #14 (7) Fastens p4 (3) Fastener #4 Trim Color 1/4-14 x r LL SD W/Waeher and Tube Sealant Trim Color 5 Mit Nigh I SI'da Roka Dec 14 OUTSIDE CORNER INSIDE CORNER Right as Shown Fleld Work 19' Tube Sealant 19" Tube Sedont (6) Fastens #14 (6) Fastans #14 (3) Fastener 04 (3) Fastener 14 1/4-14 x r 1/4-14 x r LL SD W/Waehs LL SD W/Washs Trim Cols Trim Cols F2907,F2920,F2933 F2908,1`29121,1`2934 Gutter Gutter Gutter OUTSIDE CORNER INSIDE CORNER Fleld Work Field Work 26" Tube Sedmt 26' Tube Sealant rte (14))Trim Feet".rte (14))Trlm Faster-#14 MPR00001 PBR Panel puts Mar'14 R04 Perimeter Trim Reference - Trim Fastener and Sealant GUTTER CLIP F893 Eave Trim Eave Trim LAP I Cl -oro Vented Ridge Metal Closure Fastener #41/4-14 x F89 2" LAP HW4040 HW4041 LL So w/wa.her Roof Color Fastener #4 1/4-14 x Fast— #4A 1/4-14 x �" B' Tube Sealant (3) Faetensr #3 (3) Faetensr #3 UL SD W/Wosher s0 w/Waeher 1'-0' O.C. (12) Fastens fie 12-14 x 1 1/4' LL SD 12-14 x 1 1/4' LL SD Trim Cols Fastens #14A Trim Cols W/Wodisr W/w'asher at W-0' O.C. (2) Fastser #4 1/4-14 x r (2) Fastens #4 1/4-14 x j Trim Color LL SD W/Washer LL SD W/Washer Roof Cols Roof Color W ^ 28' Taps Mwtk 28' Tape Maeilc Peak Box J F916 (12) Fastener #4 Expansion Ridge Trim Ridge Closure Flat Eove Trlm Inside Cloture 1/4-14 x r F675 F679 F2955 HW455 U. SD W/Wcshw (3) Fastener #4A 1/4-14 x r Fastens #4 1/4-14 x }" 30" Tube Caulking 1Y Tube Smlent 50 W/Washer Trkn Color LL SD W ahs (12) Fastens #4 (2) #14 per 2" Lap 2 rune at e' O.C. 1/4-14 x r #14 3'-0" O.C. w/out (16) Fastser #4 1/4-14 x r LL Sr, W/Waehe, assure it LL SD W/Waaher Trim Color 1-0. O.C. W/Claeu,. per lap him Color Trim Cols 66' Tube Sealant J Rake Slide Trim Ridge Cap Parapet High Side Parapet Rake Trim F215 F52 F195 F852 Fastens l 1/4-14 x }' 121" Tape Maetic le Tube Sealant 27• Taps Mortis SD W/Waeher (12) Faetaner 13 (2) Fastens #,4 k (3) Fastens µ }-14 x V-0 O.C. 12-14 x 1 1/4' LL SD (2) Fastens !4 1/4-14 x �' LL SO W/Waeher Trim Color W/W-hs LL SD W/waahsr at tap Trim Cols (6) Fastens #4 Faetensr 114 1/4-14 x r 1/4-14 x 1" LL SD W aaher LL S'D W/Waeher V-0' O.C. Trim Color Pane) Color PBR Panel GPR00009 PBR Panel Oct'14 R02 Perimeter Trim Reference - Trim Fastener/Mastic Perimeter Trim Reference - Trim Fastener/Mastic rage for specific job requirements I 1I Tape Sealant and Tube Sealant 5 eat, Eave and Rake I Dec 14 Off I i i Eave/Rake Trim Eave/Rake Trim Rake Trim Masonry Trim Eave/Rake Trim Eave/Rake Trim Rake Trim F2901,F2914,F2927 F2902,F2915,F2928 1`2903.F2916,1`2929 F2940,F2942,F2944 F2906,F2919,F2932 F2907,F2920,F2933 F2908,1`29121,1`2934 F2901-12" Sealant F2914-14" Sealant F2927-16" Sealant (6) #14 per Lap Trim Color F2902-12" Sealant F2915-14" Sealant F2928-16" Sealant (7) 114 per Lap Trim Color F2903-12" Sealant F2916-14" Sealant F2929-16' Sealant (7) 114 per Lop Trim Color Sealant F2940-12' Sealant F2942-14" Sealant F2944-16" (7) #14 per Lop Fastener J17A I i F2906-12 Sealant F2919-14 Sealant F2932-16" Sealant (6) #14 per Lap Trim Color 1`2907-12 Sealant F2920-14" Sealant F2933-16' Sealant (7) #14 per Lap Trim Color F2908-12" Sealant F2921-14'" Sealant F2934-16'" Sealant (7) #14 Iper Lop Trim (Color 12-14 x i}' HW507 HW515 L Ewe -No Soffit Eave-With Soffit Rake -3/4" Soffit / Ewe -No Soffit Ewe-Wlth Soffit Rake -3/44' Soffit v` t m 10 {o SD W/Waoher 2'-0 O.C. at Top Trim Color I N e � D, i I Fastener #17A 12-14 x 1}' SO W/Washer 2'-0 O.C. at Top V-0 ).C. at Bottom Fastener #17A 12-14 x 1}' SO W/Washer 2'-0 O.C. at Top #14 1'-0 O.C. at Bottom fiColor Fastener #17A 12-14 x 1}" SO W/Wosher 2'-0 O.C. at Top and Each Purlin at Bottom With Soffit Fastener #4 }-14 x J' LL SO W/Washer 1'-0 O.C. Trim Color Fastener 117A 12-14 x 1}' SO W/Washer 2'-0 O.C. of Top 1'-0 O.C. at Bottom Fastener 017A 12-14 x 1 SO W }. /Washer 2'-0 O.C. at Top #14 1'-0 O.C. at Bottom Fastener #17A W/Washer '_a x at Trop 2'-0 O.C. at Tfop and Each Each Purlin at Bottom With Soffit Faetenosr #4 }-14 x;' LL ;SD W/Washer rim I oto Trim Color Rake Rake Rake Rake Fastener #17A 12-14 x 14" SD W } /Washer 2'-0 O.C. at Top and Each PurfinagB ooltttom WithWith Fastener #4 J-14 x a" LL SO W/Washer 1'-0 O.C. Trim Color Fastener 17A # 12-14 x 1}" SO W/Washer 2'-0 O.C. of Top and Each Pullin at Bottom }" or 1}" Soffit Fastener #4 }-14 x ji" LL SO W/Washer 1'-0 O.C. With 1" Soffit #14 12. O.C. Trim Color Fastener #17A 12-14 x IJ* SO } W/Washer 2'-0 O.C. at Top and Each Puffin at Bottom With Soffit Fastener #4 4-14 x I" LL SO W/Washer 1•-0 O.C. Trim Color Fastener 12-14 x 1}• SO "usher 2'-0 O.C. at Top and Each Purlln at Bottom With #" or 1}" Soffit Fastener #4 }-14 x i- LL SO W/Washer 1'-0 O.C. With 1" Soffit #14 12. O.C. Trim Color Trim Screw I I Mph Skle-No Soffit HighSSoffit ttgh Side 6 Hqn site -Ne sofrx fsgnsld.}',t•,tj' setas lrgn sw., Eave Trim High Ewe Trim Masonry Trim I ` Eave Trim High Eave Trim Masonry, Trim F2904,F2917,F2930 F2905,F2918,F2931 F2941,F2943,F2945 F2909.F2922,F2935 1`2910,F2923,1`2936 1`2947,1`2941i9,F2951 Jt" X 1" X 45'-0" F2904-12' Sealant 1`2917-14" Sealant F2930-16' Sealant (7) #14 per Lap Fastener #17A 12-14 x 1}- SO W/Washer 2'-0 O.C. at Top 1'-0 O.C. at Bottom Trim Color F2905-12' Sealant F2918-14' Sealant F2931-16' Sealant (7) #14 per Lap Fastener 17A # 12-14 x 1}' SO W/Washer 2'-0 O.C. at Top and Each Pullin at Bottom With Soffit #14 V-0 O.C. F2941-12' Saalrnt F2943-14' Sealant 1`2945-16' Sealant (7) #14 per Lap Fastener #17A 12-14 x 14" SO W/Waaher 2'-0 O.C. at Top Trim Color li F2909-12" Sealant F2922-14' Sealant F2935-16" Sealant (7) #14 per Lap Fastener 17A 12-14 x 1}' SO W/Washer 2'-0 D.C. at Top 1'-0 O.C. at Bottom Trim Color F2910-12 Sealant F2923-14' Sealant F2936-16' Sealant (7) #14 per Lap Fastener 17A 12-14 x 1}" SO W/Washer 2'-0 O.C. at Top and Each Puriin at Bottom With Soffit #14 1'-0 O.C. Trim Color F2947-12' Sealant F2949-14' Sealant F2951-16' Sealant (7) #14 pier Lap Fastener #17A 12-14 x 1}" SSD W/Washer 2'-0 O.C. at Top Trim Color Trim Color Mar'14 Eaw and Rake Masonry Trim F2946,F2948,F2950 F2946-12' Sealant F2948-14" Sealant F2950-16" Sealant (7) #14 per Lap Fastener #17A 2'-0 O.C. at Top Trim Color 10 MPR00008 NOTE: Refer to bill of materials Fasteners — 6600004 rage for specific job requirements 1I Tape Sealant and Tube Sealant 5 eat, Se 15 03 Dec 14 Off Date FASTENER #271 FASTENER '2.4 FASTENER #228 , Oct'15 03 TRI -BEAD TAPE SEALERTAPE FLAT TAPE SEALER SEALER -SWAGED j HW504 HW507 HW515 L " X J" X 25'-0" X J" X 50'-0"" X" X 6" 24 lack -Up Plate ngitudlnal Ridge 8-18 x 1/2" 8 x 5/8" 10 x 1/2" ° BEAD TAPE SEALER i HW502 FLAT TAPE SEALER NW2998TRIPLE -o" Lung Trim Screw Nibbed Driller Grommet Washer HW506 6 a® BattenLok HS SuperLok A" X 21" X 20'-0" Jt" X 1" X 45'-0" FASTENER #14 FASTENER #14A AF STENER #225 li URETHANE TUBE SEALANT TAPE SEALER NON -SKINNING BUTYL g� MINOR RIB TUBE (VAPOR SEALANT) HW512 Outside Closure � I 4 1/8" x 3/16" 1/8" x 3/8" 3/16` x 9/16" ° Pop Rivet Pop Rivet Closed End Rivet i HW540 (White) Stainless Steel Stainless Steel HW541 (Gray) 7 IMP7100 (WHITE) HW542 (Bronze) 32 X 1J" X 4" Note: 25'-0" per Tube at 1/4' Bead Note: 12'-6' per Tube at 3 8 Bead FASTENER #43 FASTENER #4 L FASTENER #H N399 -- p / " j 2" WIDE X 24 GA. FLEXIBLE MEMBRANE (EPDM) STRAPPING �1 N L.T.P. Member Screw L.T.P. Member Screw (Long Life) #S x 1" Rubber Grommet 0 1/4"-14 x 1 1/4" 1/4"-14 x 1 1/4" 1/4" Hex Head w/ Washer is 5/16" Hex Washer Head 5/16" Hex Washer Head w/ 1 1/8" O.D. Washer w/ 1 1/8" O.D. Washer DEKSTRIP 7" WiDE HW5227 DEKSTRIP 9" WIDE ee HW5228 FASTENER #44 FASTENER #44L FASTENER #35 DEKSTRIP 12" WIDE se HW5229 COLOR = Gray e FL470 - 25'-0" Roll a HW520 - 16" x 50'-0" Roll SCREWS 2" O.C. MAX. PERIMETER Galvolume Plus Only a HW521 - 24" x 50'-0" Roll TAPE SEALANT BOTH SIDES e FL471 - 100'-0" Roll TUBE SEALANT EACH END Galvalume Plus Only TERMINATION STRIP HW5305 EACH • FL569 - 500'-0" Roll END (1" Wide x 4'-0" Long Alum.) Galvolume Plus or White Wash Coat NOTE: L.T.P. Stitch Screw LT.P. Stitch Screw (Long Life) #14 x 1 1/8" O.D. Refer to bill of materials — 1/4"-14 x 7/8" 1/4"-14 x 7/8" Bonded Washer for specific job requirements 5/16" Hex Washer Head 5/16" Hex Washer Head w/ 1 1/8' O.D. Washer w/ 1 1/8' O.D. Washer BUTTE COUNT`. BUILU1"1403; m O O O y' S C E O /� 0 mit V o O O a O U co U W F W to a �m ¢ ® ❑ e' z3 2 '06 DOZ0 V o to � a� � �rnz c G G c o LU c 4L LU .E I- ,, to 0 U o Z) W to a � V H I 11 Elto � � Wli.l NZQJU o ami E w�Ua J0SNrZ rT w0 ZU.O Lul 'i of IL -t U In (V J O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer: LDG Job Number: 15-B-17124-1 Sheet Number. • R22 of 24 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A Im. No. 0050732 Dec 8 N a P a - a- x � \x N y O 0 i o S S X m O � J � N 2 � 0 m n S J x ah a- x � ESN my 0 o x i o o O x i N O N O 2 m 00 a a E x N O S N o £ x N F � A 3� o O x i N O N O p 0 n N x: x E x N O � I my m my O A 0 A ih W 0 a a O n m E x N O � I my D my O A 0 r ih W 0 a a C nayCn 0 -� -n y " D-• N xx xA r A CAx mp Cb oOJi o m mx o! i CD V1 no i O] m O O G N t� r �M cn iS 2 p n w D vo P O 0 A o- �• 0 n Jin � � £ x N � y m 0 D my O A 0 � � D — 2 p a N x C nayCn 0 -� -n y " D-• N xx xA r A CAx mp Cb oOJi o m mx o! i CD V1 no i O] m O O G N t� r �M cn iS 2 p n w D vo P O 0 A o- �• 0 n Jin O c o• cn I j N A 1 F rn a o= � ro \ cn N I N O £ m V o �1 a A r8a O S J x ah m Cz Drawing Status: Prellminar 9 Y ® For Construction Permit (Not For Constriction) For Approval ❑CNot For Construction) For Erector Installation £ N y \X D O T O Wx m �"�• N W n 0 o n � = v V o� o a oa ( rn as W � C D � C � -n sv � 2, £ x N o ry m p' W W CSD D o p A a - lb < x Cn xa N 2 Cd d w N n ° CL O C nayCn 0 -� -n y " D-• N xx xA r A CAx mp Cb oOJi o m mx o! i CD V1 no i O] m O O G N t� r �M cn iS 2 p n w D vo P O 0 A o- �• 0 n Jin O c o• cn I j N A 1 o �, m � rn a o= � ro \ cn N I N O £ m V o �1 a A r8a O S J x ah m Cz Drawing Status: Prellminar 9 Y ® For Construction Permit (Not For Constriction) For Approval ❑CNot For Construction) For Erector Installation £ N y \X O T o X Wx m �"�• N 0 0 o n 2 = v V o� o a oa ( rn as C nayCn 0 -� -n y " D-• N xx xA r A CAx mp Cb oOJi o m mx o! i CD V1 no i O] m O O G N t� r �M cn iS 2 p n w D vo P O 0 A o- �• 0 n Jin rr-n c o• cn I j N A 1 o �, m � rn a o= � ro \ cn 0), I N O v � V o �1 C' N - r8a Of po xN A m m x y x m Drawing Status: Prellminar 9 Y ® For Construction Permit (Not For Constriction) For Approval ❑CNot For Construction) For Erector Installation £ N y \X Wx m �"�• x R N �V rn o s i C.Cp X o T m s o n 2 = v V a oa ( o n C nayCn 0 -� -n y " D-• N xx xA r A CAx mp Cb oOJi o m mx o! i CD V1 no i O] m O O G N t� r �M cn iS 2 p n w D vo P O 0 A o- �• 0 n N m m m 6 � j F A A fl m D � F• 1 � w O II O O L m y O D m m 0 C w 0 0'o nA O W v 1u N O y N 74m� �o ink Z n of o m (D om m lino m D COD CD — m o m CD rn c m n, nLq Q o m O o. m -00 0 y o g m — 0 N I O D o CD CLo m �- CL qv 0m ,y C., m CJt OA O CL m U c (O 0 0 0, o a o v co CD rn�a"CD (Ji o (A N!" (D'0 0, 3 o m 3 o � o v m am sEi `D o o N' m o o 0 m m 3 T 3 i n art D ? 0 o f 3 n o c N N �,? ao N 38 a" o m 0 (D � 6 m � � 3 � <D _ m o m o a 3 ? v 12 c c :3'_4s N " 0 CL a o m ° Ln c o• cn I j N A 1 o �, m � rn a o= � ro \ cn 0), o n O A S A _ �� r8a o2 = • w Drawing Status: Prellminar 9 Y ® For Construction Permit (Not For Constriction) For Approval ❑CNot For Construction) For Erector Installation o n m u N m m m 6 � j F A A fl m D � F• 1 � w O II O O L m y O D m m 0 C w 0 0'o nA O W v 1u N O y N 74m� �o ink Z n of o m (D om m lino m D COD CD — m o m CD rn c m n, nLq Q o m O o. m -00 0 y o g m — 0 N I O D o CD CLo m �- CL qv 0m ,y C., m CJt OA O CL m U c (O 0 0 0, o a o v co CD rn�a"CD (Ji o (A N!" (D'0 0, 3 o m 3 o � o v m am sEi `D o o N' m o o 0 m m 3 T 3 i n art D ? 0 o f 3 n o c N N �,? ao N 38 a" o m 0 (D � 6 m � � 3 � <D _ m o m o a 3 ? v 12 c c :3'_4s N " 0 CL a o m ° m N (x N c o• cn I j N A 1 o �, m � rn a o= � ro \ cn o 1 N o n metallic building company 7301 FAIRMEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 Z� 77240 Revision Date Descrip tion B Ck d Y Customer: SPANGLER STEEL STRUCTURES 2445 VIRGINIATOWN RD LINCOLN, CA 95648-9606 LEE SPANGLER Project Name &Location: JIM BIANCHI 936 NELSON RD. NELSON, CA 95958 Drawing Status: Prellminar 9 Y ® For Construction Permit (Not For Constriction) For Approval ❑CNot For Construction) For Erector Installation N r F24 Optional Head Trim F321 Downspout Elbow cy F916 Peak Box .1 .PN � �4:3r jf F46 Gutter ��L f F481 Framed Opening Head Trim F981 Channel Closure Trim 0 F47 Gutter End Cap 4j" F482 Framed Opening Jamb Trim e ao F2901 Low Eave and Rake Trim t\ F50 Rake Trim 13� U) F2955 Flat Eave Trim F51 Rakce Trim End Cap 400`� N F52 F73 Ridge Cap IFormed Base Trim F653 F797 Gutter Expansion Cap Downspout Strop to 5� F195 Parapet High Eave Trim Ue M F830 Outside Corner Trim 3A" to F313 Downspout F852 Roof Conversion Trim C:7 I 0 F320 Downspout F893 Gutter Strap BUTTE C0lJ,,`3Y BUILDING. DRMMI5A ENMM11A Builder /Contractor Responsibilities Drawing Validity - These drawings, supporting structural calculations and design certification are based on the order documents as of the date of these drawings. These documents describe the material supplied by the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these drawings may void these drawings, supporting structural calculations and design certification. The Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which result in changes to the drawings, supporting structural calculations and design certification. Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mor 05 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) (CSA/S16-09 Section 29). Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has be -3n 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 plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Foundation Design The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) BUILDING DESCRIPTIONS Building ID Width Length Height Slope Building A 160'-0 300'-0 29'-0 1:12 Building B 60'-0 50'-0 16'-0 1:12 Building C 50'-0 77'-4 16'-0 1:12 Building D 60'-0 50'-0 20'-0 1:12 J"0 A325 BOLT GR!P TABLE GRIP LENGTH BOLT LENGTH. NOTE: FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WHEN THE END OF THE BOLT IS FLUSH KITH THE FACE OF THE NUT. WASHER REQUIRED ONLY WHEN SPECIFIED. GRIP WASHER MAY BE LOCATED UNDER HEAD OF BOLT, UNDER NUT, OR AT BOTH AT LOCATIONS NOTED ON ERECTION DRAWINGS ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. 0 TO 9/16" 1 1/4" F. T. Over 9/16" TO 1 1/16" 1 3/4" F. T. Over 1 1/16" TO 1 5/16" 2" Over 1 5/16" TO 1 9/16" 2 1/4" Over 1 9/16" TO 1 13/16" 2 1/2" Over 1 13/16" TO 2 1/16" 12 3/4" LOCATIONS OF BOLTS LONGER THAN 2 3/4" NOTED ON ERECTION DRAWINGS F. T. DENOTES FULLY THREADED gm MM "ic building coAftpany metall 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 ENGINEERING DESIGN CRIITERIA PROJECT NOTES Building Code .................. 2013 CALIFORNIA Purlins Building Risk Category ............ Normal (Risk Category II) 1830 Roof Dead Load 60 Snow L/ Superimposed ................. 2,33 psf (Btdg A) 60 Serviceability Wind L/ 2. 26 psf C B t dg B, C and D) 180 Cottateral ................... 110.00 psf (Btcig A) 1210 (0.00 psf Ceiling 10, 00 psf Other)) 60 Total Uplift L/ 3. C 00 psf B ldg B, C and D) N/A (0.00 psf Cel ling 3, 00 psf Other) Frame Limits SIdesway Roof Live Load .................... 20,00 psf reduction allowed Live H/ Wind E26 Portal Frame Cross Section BLDGB SWA Ultimate Wind Speed (Vult) .,, 1110,00 mph E28 Nom i no l W I nd Speed ( Vasd) ... , B5 mph (IBC section 1609. 3, 1) 60) Wind Exposure Category C; Seismic Drift H/ Internal Pressure Coef (GCpl) 0.18/-0,18 40 Loads for components not provided by lou llding manufacturer 100) Bldg A and C 5rnz Serviceability Wind H/ Corner Areas (within 11, 60' of corner) 27, 73- pressure sf p p 36, 97 psf suction Other Areas 27,73 psf pressure -30,04 psf suction Bldg B 0 Service Seismic H/ Corner Areas (within 5, 00' of cormer) 24, 46 psf pressure -32. 62 psf suction Other Areas 24,46 psf pressure -26,50 psf suction Bldg D w Total Wind Panels L/ Corner Areas (within 5.00' of cormer) 25.64 psf pressure -34,19 psf suction Other Areas 25,64 psf pressure -27,78 psf suction These values are the maximum value -s required based on a 10 sq ft area. Components with larger areas may Vnave lower wind loads, Seismic Seismic Importance Factor (Ie) 11.00 Seismic Design Category ...... ID Soli Site Class .............. ID Stiff Soil Ss ........................... 0].606 g Sds .,,,, 0,531 g S1 ......... ..,... I ....... I CD. 269 Shc ,,,,, 0,334 g Analysis Procedure ......... Equlva ent Lateral Force Column Line (Bldg A) 1-13 SWA & SWC Basic Force Resisting System C4 B3 Response Mod I f ! cat ! on Coefficient ( R) 3.50 3.25 Se l .Pm i e Response Coefficient (Cs) 0. 152 0,163 Design Base Shear in kips (V) 114.79 114.95 Column Line (Bldg B) All Basic Force Resisting System C4 Response Modification Coefficient (R) 3.50 Seismic Response Coefficient (Cs) 0.152 Design Base Shear in kips (V) 3.55 Column Line (Bldg C) SWA Basic Force Resisting System B3 Response Modification Coefficient (R) 3.25 Seismic Response Coefficient (Cs) 0.163 Design Base Shear In kips (V) Rotate to SWA of Bldg A Column Line (Bldg D) All Basic Force Resisting System C4 Response Modification Coefficient (R) 3.50 Seismic Response Coefficient (Cs) 0.152 Design Base Shearin kips (V) 3.69 Basic Structural System (from ASCE: 7-10 Table 12.2-1) B3 - Ordinary Steel Concentr I ca U I. y Braced Frame C4 - Ordinary Steel Moment Frame? DEFLECTION CRITERIA-\ The material supplled by the manufacturer has been designed with the following minimum deflection criter,la, The actual deflection may be less depending on actual load amd actual member length. BUILDING DEFLECTION LIMITS...i BLDG -A Roof Limits Rafters Purlins Panels Live L/ 1830 150 60 Snow L/ 1830 180 60 Serviceability Wind L/ 1830 180 60 Total Gravity L/ 1210 120 60 Total Uplift L/ N/'A N/A 60 Frame Limits SIdesway Portal Frame Sidesway Live H/ 60) E26 Portal Frame Cross Section BLDGB SWA Snow H/ 60) E28 Portal Frame Cross Section BLDGD SWA Serviceability Wind H/ 60) E30 Connection Detail Seismic Drift H/ 40) V 40 Crane H/ 100) a� 5rnz Serviceability Wind H/ N/A1 60 Total Gravity H/ 60) 0 Service Seismic H/ 40) E0 40 Wall Limits Llmitt w Total Wind Panels L/ 60) o- Total Wind Girts L/ 90) Total Wind EW Columns L/ 120) 000) The Service Seismic limit as shown here? Is at service level loads, BOLT TIGHTENING - Bolted ,joints with A325 Type i bolts greater than 1/2' diameter are spec lfled as pretensioned joints In accordance with the Speciflcatlon for Structural Joints Using ASTM A325 or A490 Bolts, Decem,er 31, 2009. Pre -Tensioning can be accomptlshed by using the turn -of -nut method of tightening, calibrated wrench, twist off tyype tension control bolts or direct ng, Indicator as acceptable to the Inspecting Agency and Budding Official, Instaltation Inspection requirements for Pre -Tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method Is suggested, The connections on this project are not slip critical. Material properties of steel bar, plate, and sheet used In the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksl, Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum speclfled yield point of 50 ksl, Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield Point is 42 ksl for round HSS and 46 ksl for rectangular HSS, aterlat properties of cold -formed tight gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi, Foy Canada, material properties conform to CAN/CSA G40,20/G40,21 or equivalent, Design criteria as noted Is as given within order documents and Is applied in general accordance with the applicable provisions of the model code and/or specification Indicated, Neither the manufacturer nor the certify Ing engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters, The design criteria Is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. Using 5 x 5 eave 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 these drawings. The downspouts are to be placed on the building sidewalk at a spacing not to exceed 32 feet with the first downspout from both ends of the gutter run within 1 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 4 In/hr rainfall Intensity, Framed openings, walk doors, and open areas shall be located In the bay and elevation as shown in the erection drawings. The cutting or removal of gIrts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifIcat Ions supplled by the metal building manufacturer. X -Bracing is to be Installed to a taut condition with all slack removed. Da not tighten beyond this state. The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlln 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 to and may require separate support members within the roof system. This metal bullding system Is designed as enclosed, All exterior cowPonents ( 1. e. doors, w I ndows, vents, etc ) must be des I gned to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind velocity Is reached. The framing at bullding C sl de EWD and EWD Is designed to receive a future addition with a maximum bay spacing of 25 feet as measured between centerline of the existing endwatl frame to the centerline of the future framie, Bracing has not been designed for future expansion. Bracing will need to be reanalyze at time of expansion. Budding B,C and D have been designed to have their walls open to remain opens, If the walls are enclosed In part or In whole on one of these buildings that bullding will need to be reanalyzed. E1 Drawing Index y Page Description U E4 Roof Sheeting E5 F1 Anchor Rod Sidewall BLDGA WALLSWC F2 -F3 Anchor Rod Details E8 F4 -F6 Reaction Drawings Sidewall BLDGD WALLSWA/SWC E1 Cover Sheet E2 Primary Steel BLDGA-D E3 Roof Framing BLDGA-D E4 Roof Sheeting E5 Sidewall BLDGA WALLSWA E6 Sidewall BLDGA WALLSWC E7 Sidewall BLDGB WALLSWA/SWC E8 Sidewall BLDGC WALLSWA E9 Sidewall BLDGD WALLSWA/SWC E10 Endwall BLDGA WALLEWB Ell Endwall BLDGA WALLEWD E12 Endwall BLDGB WALLEWB/EWD E13 Endwall BLDGC WALLEWB/EWD E14 Endwall BLDGD WALLEWB/EWD E15 -E25 Main Frame Cross Sections E26 Portal Frame Cross Section BLDGB SWA E27 Portal Frame Cross Section BLDGB SWC E28 Portal Frame Cross Section BLDGD SWA E29 Portal Frame Cross Section BLDGD SWC E30 Connection Detail R1 -R4 Erection Guides R5 -R23 Construction Drawings R24 Trim Profiles (J T TE- COUNTY aJ O }" C G C"� Ogr mR C O V d o n: UO NF oat e03 o ZO •; �� o = U OV) mZ O V s p to _J a� 5rnz Ga g^ .W R 0 E0 w o- 0 000) EI o WWU) of i6 F- a J w V)H<0 o a� w�a a E 8SZN o Z,0 U 0_NO LJ jJ O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer- LDG Job Number. 15-B-17124-1 Sheet Number. • E1 of 30 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. (Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A H(). 0050732 CD C'1 , IV 0 Ln a I I 41 F.1 I I I I 1 CF10 R1D R1D CF1D W C1 a W a ME R1E n GF1E CF1E x � � w CF1D R1D R1D CF1D C1K R1KA R1KC £ " R1KC R1KA C1K a R1 MA R1M8 R118 R1 LA CiM Xv xv C1L v R1 RA R1 RC - - R1 NC R1NA C1 RD - X -U p v C1NA N x -o rn� rn z � A R1 RA R1RC R1 NC R1NA C1 RC - - Xv - - X� C1NC rAN m N � a - R10A - - R1 QB - - R1P6 - - R1PA -- -Il JI ^� RYW16A RYWIBB C1QA C1 PB A n - - - R1QA - - R1 QB - - R1P8 R1 PA U RYWIBA Rl"Y1B6 C1 QC C. -0 m ;ro rn� C1 PA W >< � o � � A 0 (7 R1QA - RI QB - - R1P6 - - R1 PA - _�. RYW1BA RYWIBB C1 QA C1 PB - O W ro x ro C �ro ci D n a N n q RYWIBA RYt1'118B - R1QA _ - R10B - - R1P13 _ - R1 PA IL'Jt- CI QB ro c-) X N >< C1 PA � t0 A R1RB R1 RC R1 NC R1N8 C1 R6 rocs xv c>< p C1NB �v p ;O A R1RA R1 RC R1 NC R1NA _ C1RA�— �� x� CNA rn� ir= � o R1CA R1CB R1AB R1AA n Cl C v c-) - - - - —•--` - - �$ x� C1A � � a RIMA RiMB - - R1l3 R1LA Ci M ro n - - ----� CIL ° � A A A n F N N Cn C1K _ a R1 KA > _ _ R1K6 a > R1KB R1KA_ n C1K - CF1G R1G R1G CF1G LJ c-� J C n R1H R1H CF1H CF1H °D v ci C CF1G R1G R1G CF1G n � D.1 (-� 6 F.1 V Cb U Cb 6 d) cb 00 �o0,3om3o°? -0 M c8- i o cn co ° ..� c' s CD cb m N ° n building Revision Dots Description B Ck d CL as p m o _.tea Q cD EWD0 2 T� co EWB , mct�llic c®mrnny M ° � m o ° y � 0 q c ro 3 c 3 4 m m 00 m a rn c w m_ 3 IQ M Lip 77041 (713) 466-7788 ZIP 77240 y o, y o �, o f D Customer: Project Name & Location: rt ro 3 3 a o m c V;. Cr D -1 p m �1 SPANGLER STEEL STRUCTURES D cin p C) M D O ::E 936 NELSON RD. z (A 0 N j � � n EWB NELSON, CA 95958 ^� !'' N EWD N D ^1 LEE SPANGLER Drawing Status: Preliminary ❑ (Not For Construction) ®For Construction Permit n o N � � m N o o M 5 a I I 41 F.1 I I I I 1 CF10 R1D R1D CF1D W C1 a W a ME R1E n GF1E CF1E x � � w CF1D R1D R1D CF1D C1K R1KA R1KC £ " R1KC R1KA C1K a R1 MA R1M8 R118 R1 LA CiM Xv xv C1L v R1 RA R1 RC - - R1 NC R1NA C1 RD - X -U p v C1NA N x -o rn� rn z � A R1 RA R1RC R1 NC R1NA C1 RC - - Xv - - X� C1NC rAN m N � a - R10A - - R1 QB - - R1P6 - - R1PA -- -Il JI ^� RYW16A RYWIBB C1QA C1 PB A n - - - R1QA - - R1 QB - - R1P8 R1 PA U RYWIBA Rl"Y1B6 C1 QC C. -0 m ;ro rn� C1 PA W >< � o � � A 0 (7 R1QA - RI QB - - R1P6 - - R1 PA - _�. RYW1BA RYWIBB C1 QA C1 PB - O W ro x ro C �ro ci D n a N n q RYWIBA RYt1'118B - R1QA _ - R10B - - R1P13 _ - R1 PA IL'Jt- CI QB ro c-) X N >< C1 PA � t0 A R1RB R1 RC R1 NC R1N8 C1 R6 rocs xv c>< p C1NB �v p ;O A R1RA R1 RC R1 NC R1NA _ C1RA�— �� x� CNA rn� ir= � o R1CA R1CB R1AB R1AA n Cl C v c-) - - - - —•--` - - �$ x� C1A � � a RIMA RiMB - - R1l3 R1LA Ci M ro n - - ----� CIL ° � A A A n F N N Cn C1K _ a R1 KA > _ _ R1K6 a > R1KB R1KA_ n C1K - CF1G R1G R1G CF1G LJ c-� J C n R1H R1H CF1H CF1H °D v ci C CF1G R1G R1G CF1G n � D.1 (-� 6 F.1 V Cb U Cb 6 d) cb 00 �o0,3om3o°? -0 c8- i o cn o ° ° ..� c' s CD cb m ° building Revision Dots Description B Ck d CL as p m o _.tea Q cD 2 T� co , mct�llic c®mrnny y ° � m o ° y � 0 q c ro 3 c 3 4 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 m 00 m a rn c w m_ 3 IQ 2 Lip 77041 (713) 466-7788 ZIP 77240 y o, y o �, o f Customer: Project Name & Location: rt ro 3 3 a o m c V;. Cr 1 -1 p m �1 SPANGLER STEEL STRUCTURES JIM BIANCHI cin p N �.?• a o y ° a ° ° W = O 2445 VIRGINIATOWN RD 936 NELSON RD. (A 0 m ° � m N j � � n LINCOLN, CA 95648-9606 NELSON, CA 95958 ^� !'' o m_ m o rn o o n 3 _ v ^1 LEE SPANGLER Drawing Status: Preliminary ❑ (Not For Construction) ®For Construction Permit o N � � m N o o N •A l (D ° n °CDI m a N El FF 1 -1tr {; n) For Erector Installation • - DENOTES: CLIP LOCATION SC90 AT 8" PURLINS SC92 AT 10" PURLINS SC94 AT 12" PURLINS -i E- DENOTES. PURLIN OR GIRT STRUT. WHEN ROOF SYSTEM IS SSR, ROOF PANEL CLIPS ARE NOT REQUIRED AND HAVE NOT BEEN PROVIDED AT PURLIN STRUTS. 10 11 12 13 14 15 16 300'-0 OUT OUT OF STEEL BLDG. 4" 24'-8 25'-0 25'-0 25-0 25-0 25-0 25-0 25-0 25-0 25-0 25-0 24'-8 4- swc SWC KEY PLAN Swc EWB'B' 9 'A' Lu w R9D'EWD SWA SWA SWA EWB 'C' EWD SWA Z_SECTION LAP TABLE SYMBOL LAP (LENGTH) YMBOL LAP (LENGTH) 2'-4"(2'-5") R 1'-4"(1'-5j") V 3'-0"(3'-1 i") P-57 TYP. P-49(TYP. \ P-46 M'. P-52(TYP. t--��r P- 52 T1P. P-52 TYP. P-52 TYP. P-52(TYP. _ P-52 (T1P�-- P-4 TYP. g� Of �' 080 \ p �• e B �F �• F-67 B� �£ r03 8X2.;.5Z12 / T°' BLDG "C" / 8X2.5Z12 8X2.5Z12 (TYP,KIj 8X2.5214 ( �X2.5Z14 ( 8X2.5216 (�•* 0 kX22.5Z16 (T N 8X2.5216 (T � k . ( X2 5216 8X2.5Z16 �Iq 8X2.5216 TYP, ( T 0\ BXZH1-4 (-'l'�.W 8X2.5214 TYP, 8X2.52 ( 0 / fP-64 \X2.5Z12 toe f8 / P-65(TYP.) /I ! 8X2.5212 / 0 C, 6 /TYP.� ¢ Rqc \8X2.521 �� eo P-58 /P'-6 M.. ,NO0 0 6 00 Q / �ffq, 6� f'qp\ / 8X2.5Z14 \ P--43 Q 1'-2 8X2.5Z12 P P-56 P-50 P-53 8X2.5214 c- -- 48.ice 85 .Q X.5P-54 P-56 P -4 Q -4 758 18CrQ!. GLI cb 10 11 8X2.5212 M1 -50(8X2.514) . .6 . .2 Z14 ::::::::::::4-78X25. 2 50'-0 OUT OUT OF STEEL BLDG. 'B' /� \ / \ / - - \ / .4 50'-0 OUT OF STEEL BLDG. 'D' e \ / ill 10 N 1'-2 23'-10 23'-10 / „+�\?p / / y\ \!?p - / / ,7�\ \!?O / /\ \�!? 23'-10 23'-10 1'-2 N N 1'-2 P-59 P-51 / P-48 ^q\ P-54 / P-54 �9cF P-54 / P-54 �qCF P-54 / P-51 4'q�\ P-48 P-44 1'-2 8X2.5212 8X2.5Z12 8X2.5Zi2 8X2.5Z12 \ 8X,2.5Z12 / 8X2.5Z12 8X2.5712 \ / 8X2.5Z12 8X2.5Z12 - 8X2.5212 8X2.5212 P-59 - ` \ / P-44 n r P-621 RKWiF 6 8X2.5Z12 \ / \\ / \ / \ / -'-,5N 8X2.5Zi2 RKN"J 8X2.5Z14(. _ _ (TTYP./ X257� cD E P-60 / e\loOo x / e\°Oo / \0D0 x,000 P-45 °g N m o RP2 ` / P-70(TYP.) �\ 8X2.5212 P-60 / q \ / of / q \ / \ / 4 \ / \ / 9 \ / °" I 8X2.5212 P-45 P-73(TYP.) 0 8X2.5214 0$�/ • (� /m0 6Z ca m m �8X2.5Z14� 8X2.5Z12 `� �� BLDG "A" I �� �- 8X2.5Z12 m9 Ed Ed N BLDG "B" i • P1 B� Bp�B / BRA\00 / / • eR \0p / / " yr eR XTU800 �• c - - - e C) o :X0800 �� B �� �� i �\ ��' .� �\ �� BLDG "D" ( lyR0, 80pB 0 N 0 �•gBgdEOp� �' B� \ ~0 0 P-45 ) ����/�•�BReER00 ����~ �,����•�6Ra�o0 1_ e 0 P-60 RP1 . l \� m o I v � w \ d 8X2.5212 P-45 \ ` / \ / \ / \ / \ / \ / \ _ 8X2.5212 c� I� x \ \�� o 5Z/4i Y 8X2.5Z12 \!p� / \ / 8X2.8212 Y 8X2.5214) N P-61 TYP. RKW1F / - 4Fi \ gOFi i / ° TYP. /P-69 8X2.5214 \8X2.5Z14 1-4 C-4 vi P_ � oo P-59 RKWJ J U 8X2.5212 P-44 P-48 / P-51 \ P-54 / P-54 \ - P-54 / \ / P-54 P-54 ! / P-48 q�< \ J P-51 P-59 8X2.57.12 8X2.5212 8X2.5212 gX2,5212 - ,2.5212 \ 8X2.5212 / 8X2.5212 \ 8X2.5ZI2 / 8X2.5212 \ 8X2.5212 8X2.5212 8X2.5Z12 foo/ N P-43 P -47P-50 . . P-568X2.5 P-54 P-47 ae\ 1 q P-56 ¢ P-58 8X2.5214 F-7 \ (8X2.5214) 8X2.5Z14 \P54 )X2.52 \P-548 - 8X2514 8X2.52128X2.5Z12 ¢ . �c 8X2.5212 \ 6O / e \ js / \. Op / P-52(TYP.) e\ ! / 6p\60 / P-52(IYP.) 'B\ ! / v \s0 / x P-49(T1P.) 8X2.5Z12 8X2.SZ16/ SX2.5Z16� 8X2.5214 P-42 TYP. (1�.* 0 P-46(Ti (T1P• % '/ P-49(TYP.\\0 �%(T�) P-52 Ti 0 ���_52 TYP. \� <VTyp-) (Ti �/ P-52 TYP. \0 ��•) (� �i 0 P-52 TYP. ( ' % //P-46(TYP.) \� ®(TYP.) (Ti P-571YP. N 8X2.5712 8X2.5214 8X2.5Z14 8X2.5216 85X2.5216 8X2.5716 8X2.5Zi6 8X2.5214 \ 8X2.5Z12 swc SWC KEY PLAN Swc EWB'B' 9 'A' Lu w R9D'EWD SWA SWA SWA EWB 'C' EWD SWA Z_SECTION LAP TABLE SYMBOL LAP (LENGTH) YMBOL LAP (LENGTH) 2'-4"(2'-5") R 1'-4"(1'-5j") V 3'-0"(3'-1 i") BUTTE COUN TY BUILDIIII DRMMI5A ENMMIIA g� Of �' 080 \ p �• e B �F �• F-67 B� �£ r03 8X2.;.5Z12 / T°' BLDG "C" / 8X2.5Z12 / fP-64 \X2.5Z12 toe f8 / P-65(TYP.) /I ! 8X2.5212 / 0 C, 6 /TYP.� ¢ Rqc \8X2.521 �� eo /P'-6 M.. / 7 \0B /P-66 TYR. Q / 81X2.5Z14 \ / f'qp\ / 8X2.5Z14 \ 1'-2 825-0 25-0 25-0 1'-2 77'-4 OUT OUT OF STEEL BLDG. 'C' GLI cb 10 11 ROOF FRAMING PLAN BUTTE COUN TY BUILDIIII DRMMI5A ENMMIIA EWB rn 25-2 N z 0 25-5 � .Z7 0 0 v J V w ff -t 20'-2 TP 10'-8 m Z i J O m O 25-5 oo�� 25-5 25-5 25'-2 25'-5 25'-2 25-5 25-2 25-5 20'-2 LTP 10 -9 20'-5 m N N 25'-5 25'-2 0 25-2 0 25-2 25'-2 25-5 25-5 25-5 25-5 { U) D Z C) D x 25-5 M x D 25-5 r 15-4 o m A ILTP 10'- D z rel N 00 J 4 � 40'-5 m ::E EWB N EWD N D 0 M z n 25-2 N z 0 25-5 � .Z7 0 0 v J V w ff -t 20'-2 TP 10'-8 C Z i J O m O 25-5 oo�� 25-5 25-5 25'-2 25'-5 25'-2 25-5 25-2 25-5 20'-2 LTP 10 -9 20'-5 � N N 25'-5 25'-2 0 25-2 0 25-2 25'-2 25-5 25-5 25-5 25-5 25'-2 m N 20'-2 ILTP 10 811 Z C) 0 x 25-5 M x C 25-5 LTP 10'-8 15-4 o � A ILTP 10'- C rel N 00 J 4 � 40'-5 m ::E 0 4i 39'-4 p� 1n I I I J I ED m 40'-5 n O 0 39'-4 o 1 N # I Z D 39'-4 29'-4 40'-5 W r D m 39'-4 0 G-) - I0 N i 40'-5 M o N 40'-5 39'-4 DI 29'-4' 39'-4 _ 1 a = i i1 co M 0 o 40'-5 � M o 39'-4 29'-4 O Z i V w 40'-5 0 39'-44 D A D O X r - x W 0 IC ` 25-5 LTP 101- 0 :0 2 40'-5 NA r m m m � > N 40'-5 40'-5 39'-4 39 -4 40'-5 40'-5 39'-4 C7 39'-4 �, 40'-5 �o 40'-5 0 39'-4 I. 40'-5 Z D a 39'-4 0 0 39'-4 40'-5 zV) 40-5 U) D v� 39'-4 C m 40'-5 TI z I --I 0 F� o 19'-4 i F 25'-5 1P 10'-81: -4J 15'-4 0 Z LTP 10'- c 0 D 40'-5 0 (n OM m rri O r N -4 -D-1 D D D N 39'-4 z 0 = No 39'-4 m 40'-5 z CD) 40'-5 D D u O �5 M z mz ' �o 39'-4 M 40'-5 00 39'-4 cm Ix 39 -4 4:)'-5 40'-5 M �m M 39'-4 y 39'-4,,-40'-5 _ cW Z N 40'-5 I 0 39'-4 -v 0 N 0 N M� D� 0 cn 0 0 CA 25-2 25-5 z 0 25-5 25'-2 1 25-5 25'-2 ff -t 20'-2 TP 10'-8 D m y m O 25-5 25-2 25-2 25-5 25-5 25'-2 25'-5 25'-2 25-5 25-2 25-5 20'-2 LTP 10 -9 20'-5 � N N 25'-5 25'-2 0 25-2 0 25-2 25'-2 25-5 25-5 25-5 25-5 25'-2 25-5 20'-2 ILTP 10 811 Z 25'-2 x x 25-5 M x 25-2 25-5 LTP 10'-8 15-4 -4 00 N A ILTP 10'- C A m wan c-� 39'-4 29'-4 29'-4 40'-5 rnr 0 0 0 39'-4 M 1n 39'-4 0 O 29'-4 m 40'-5 n O o 39'-4 o 1 N 40 -5 I Z D 39'-4 29'-4 40'-5 I29'-4 40'-5 39'-4 w 4, 39'-4 40'-5 M o N 40'-5 39'-4 z 29'-4' 39'-4 _ 1 a = i i1 40'-5 M 0 o 40'-5 39 -4 39'-4 29'-4 40 -5 J 0 40'-5 0 39'-44 D A D O X r - x 0 o 15-4 ILTP 10'- 25-5 LTP 101- 0 :0 2 40'-5 m m m � -v 0 N 0 N M� D� 0 cn 0 0 CA 1 0 va S 01 0 C4 PRO x M PCS 70 0 C-, 0 C) 25-2 25-5 25-2 25-5 25'-2 1 25-5 25'-2 ff -t 20'-2 TP 10'-8 20'-5 25'-2 25-5 25'-2 25-5 25-2 25-2 25-5 25-5 25'-2 25'-5 25'-2 25-5 25-2 25-5 20'-2 LTP 10 -9 20'-5 25-2 25'-5 25-2 v 25'-5 25'-2 0 25-2 0 25-2 25'-2 25-5 25-5 25-5 25-5 25'-2 25-5 20'-2 ILTP 10 811 20'-5 25'-2 25-5 25'-2 25-5 25'-2 25-5 25-2 25-5 LTP 10'-8 15-4 15'-4 1 0 va S 01 0 C4 PRO x M PCS 70 0 C-, 0 C) EG r� R©�• $ .� o "•� "� ; cusp > 4 ��,� 39'-4 o° 3 o m 3 0 �° =� asp= �CD o ss D � 0 e �' ° o c o 0 E* 3 sI -CLCrn - 0 3 a � w o m 0'-0 � o v `< .o. - o o a 'm 3 5 o- c �' m 5 a 0 s ,° rt c° m a o -m o 0 5 a 3? v m o - w n a o m 40'-51 k z o J W j N � I 0 r ° m o O 40'-5 C 39'-41 metallic building company 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Revision 39'-4 40'-51 Customer. • SPANGLER STEEL STRUCTURES 2445 VIRGINIATOWN RD LINCOLN, CA 95648-9606 LEE SPANGLER to 40'-5 v o 39'-4 oN 39'-4 40'-51 40'-5 39'-4 O 5.- 39'-4 C> O 40'-5 29'- 40'-5 39'-4 19'-4TP 10'-8 25-5 LTP 10'-8 15-4 15'-4 LTE 101- 25-5 ILTP 10'- 19'-4 A m wan c-� 39'-4 29'-4 29'-4 40'-5 40'-5 39'-4 39'-4 Z w N m 40'-5 29'-4 40'-5 39'-4 29'-4 39'-4 40'-5 40 -5 39'-4 39'-4 29'-4 40'-5 I29'-4 40'-5 39'-4 w 4, 39'-4 40'-5 29'-4 o N 40'-5 39'-4 0 29'-4' 39'-4 _ 1 a = i i1 40'-5 0 o 40'-5 39 -4 39'-4 29'-4 40 -5 J 0 40'-5 39'-44 19'-4 TP 10'-8 25'-5 TP 10'-8 15'-4 15-4 ILTP 10'- 25-5 LTP 101- 19'-4 39'-4 40'-5 40'-5 0 39'-4 � 39'-4 40'-5 40'-5 39'-4 39 -4 40'-5 40'-5 39'-4 39'-4 �, 40'-5 40'-5 39'-4 39'-4 I. 40'-5 40-5 39'-4 39'-4 40'-5 40-5 39'-4 39'-4 40'-5 40'-5 39'-4 19'-4 TP 10'-8 25'-5 1P 10'-81: -4J 15'-4 LTP 10'- 25-5 LTP 10'- 19'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39 -4 4:)'-5 40'-5 39'-4 39'-4,,-40'-5 _ 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 19'-4 kTP 10'-8 25-5 LTP 10-8 15-4 15'-41 JLTP 10'- 25-5 JLTP 10'- 19'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-540'-5 39'-4 39'-4 40'-5 � 40'-5 39'-4 39'-4 40'-5 N 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 �D'=5 I &0'=� 1=0 19'-4 TP 10 -8 25'-5 TP 10-8 15'-4 15 -4 LTP 10'- 25'-5 LTP 10'- 19'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 70 39'-4 39'-4 40'-5 40'-5 4� 39'-4 39'-4 40-5 40-5 39'-4 39'-4 40'-5 40'-5 39'-4 19'-4 kTP 10-8 25-5 LTP 10'-8 15-41 I 15'-4 LTP 10'- 25-5 LTP 10'- 19-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 _U 40'-5 39'-4 39'-4 40'-5 C' 0 40'-5 39'-4 39'-4 40'-5 0 0 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 19'-4 LTP 10'-8 25-5 Lip 10'-8 15-4 15-4 LTP 10'- 25-5 LTP 10'- 19-4 39'-4 40'-5 40'-5 39'-4 39'-4 -6 40'-5 40'-5 39'-4 39'-4 25 40'-5 40'-5. 39'-4 39'-4 �_ 40'-57 I N 40'-5 39'-4 39'-4 39'-4 "' 40'-5 40'-5 0 -' ® 40'-5 40'-5 39'-4 _ 39'-4 - 39'-4 40-5 40'-5 39'-4 19'-4 TP 10'-8 25-5 LTP 10'-8 15'-4 15'-4 LTP 10'- 25'-5 LTP 10'- 19'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 I 40'-5 39'-4 39'-4 40-5 40'-5 39'-4 39'-4 40-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40-5 40'-5 39'-4 39'-4 40'-5 40'-5 39-4 19'-4 TP 10'-8 25-5 TP 10'-8 15-41 1577-77--p 10'- 25'-5 .LTP 10'- 19-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 ' 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 19-4 LTP 10'-8 25-5 TP 10'-8 , 15-41 15'-41 J_TP 10'- 25-5 LTP 16- 19'-4 39'-4 40'-5 40'-5139'-4 39'-4 40'-5 40'-51 39'-4 39'-4 40'-5 40-5 39'-4 39'-4 40'-5 I 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 19'-4 ILTP 10'-8 25-5 pp 10'-8 15T ---4 15'-4J JLIE10'- 25 -5 LTP 10'- 19'-4 39'-4 40'-5 40'-5 3 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 _ 39'-4 40'-5 40-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 19'-4 TP 10--811 25-5 TP 10'-8 15'-4 15'-4 :!.LTP 10 25'-5 LTP 10'- 19'-4 39'-4 40'-5 40'-5 39'-4 39'-4 40'-5 40'-5 39'-4 40'-5 40'-5 39'-4 40'-5 40'-5 1 1 39'-4 EG r� R©�• $ .� o "•� "� ; cusp > 4 ��,� -v o° 3 o m 3 0 �° =� asp= �CD o ss D � 0 e �' ° o c o 0 E* 3 sI -CLCrn - 0 3 a � w o m 0'-0 � o v `< .o. - o o a 'm 3 5 o- c �' m 5 a 0 s ,° rt c° m a o -m o 0 5 a 3? v m o - w n a o m 2 c o' i m o w 0 k z o J W j N � I 0 r ° m o O p 4 p C- w \ C 2 y 0 a r- m metallic building company 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Revision 0o o a Customer. • SPANGLER STEEL STRUCTURES 2445 VIRGINIATOWN RD LINCOLN, CA 95648-9606 LEE SPANGLER to v o oN j� !V) o O 5.- C> O 29'- O Z Z O 2s'-4 29'-4 -. A m wan c-� 29'-4 29'-4 m o w r it A 29'-4 Z w N m 29'-4 ' w 29'-4 29'-4 C 29'-4 I29'-4 w 4, � 29'-4 o N - ( 0 29'-4' o m _ 1 a = i i1 0 o 29'-4 3 0 29'-4 J 0 29'-4 < b C_ 29'-4 fir) 6 0 � o 0 C4 EG r� R©�• $ .� o "•� "� ; cusp > 4 ��,� o o o ID a o* mm o: ort v N m o° 3 o m 3 0 �° =� asp= �CD o ss D � 0 e �' ° o c o 0 E* 3 sI -CLCrn - 0 3 a � w o m 0'-0 � o v `< .o. - o o a 'm 3 5 o- c �' m 5 a 0 s ,° rt c° m a o -m o 0 5 a 3? v m o - w n a o m 2 c o' i m o w 0 k z o J W j N � I 0 r ° m o O p 4 p C- w \ 0 `S K N rn 2 y 0 a r- m metallic building company 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Revision Customer. • SPANGLER STEEL STRUCTURES 2445 VIRGINIATOWN RD LINCOLN, CA 95648-9606 LEE SPANGLER Project Name & Location: JIM BIANCHI 936 NELSON RD. NELSON, CA 95958 Drawing Status: ❑preliminary For Construction Permit Not For Constructlon) ortAFo� Construct!on) ❑ For Erector Installation ❑ (NoL11 M -o a 0 cn 0 L4 Dote I Description �7 v 0 IV O -o v 'M" o ano z � Arun oo�= C) C: L7g By I Ck d --�- DENOTES: PIPE STRUT. ATTACHED WITH 1"0 X 14" A325 BOLTS. SEE SCHEDULE OF ACCESSORIES PW09022 DESCRIPTION F4j81-2 F492-1 1 �F 2 20'-0 X 18'-0 FACTORY LOCATED FRAMED OPENING'S 4 I I F24-1 3070 K.D_WALKDOOR TRIM 6040 WNDOWW TRIM (6) REQ'D. FIELD LOCATED (20) REQ'D. FIELD LOCATED REFER TO DETAILS ON INSTALLATION OF WALK DOOR. REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND EN DWALL PANELS. SCHEDULE OF ACCESSORIES NO. REQD DESCRIPTION 1 8'-0 X 8'-0 FACTORY LOCATED FRAMED OPENING 1 20'-0 X 15'-0 FACTORY LOCATED FRAMED OPENING 2 20'-0 X 18'-0 FACTORY LOCATED FRAMED OPENING'S 20 6040 Bronze Horizontal Slide Windows w/ Insulated Clear GlassS 12 12" X 10'-0 RIDGE VENTS, WHITE, W/ 12 OPERATORS 6 3070 PREMIUM INSULATED SWING DOOR W/ NO OPENING LHO MORTISE LEVERLOCK HARDWARE KEYED ALIKE W/ WEATHERSTRIP, THRESHOLD AND SWEEP, W/ CLOSER. 55 ROOF LIGHT TRANSMITTING PANELS REFER TO DETAILS ON INSTALLATION OF WALK DOOR. REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND EN DWALL PANELS. MPR04003 1`646-16 ( ) F653-18 F47-2BR -- F47 -19L F46-2BL F46 -38R F46-16 F2955 -1B F893-1 0 3'-0 O.C. F646 -1B 1`653-16 F47-2BR --\ i- F47-1 BL SWC SWC KEY PLAN SWC EWB RB9 'A' Li LUw'D' EWD SWA SWA SWA EWB C' EWD SWA Z_SECTION LAP TABLE SYMBOL LAP(LENGTH) SYMBOLI LAP (LENGTH) S 0'-2" (3j") T 2'-4"(2'-5j") R 1'-4"(1'-5j") V 3'-O"(3'-1 i") WALL SHEETING ELEVATION "SWA" BLDG "A" -- F47-2BR v PW03001 (TYP) 00 1 � m HW1112 BUTTE COUiN'T`! BUILD ' O LJIVii>s0rj �. r e € �s rV e 4 r DRMM15A ENMM11A I 14, 2015 F47-1 131- O PBR WALL PANELS ;C" M PANEL COVERAGE = 3'-0 PieceMark Material PieceMork Material PieceMark Material ----- ----- PANEL PKG. REQ'D. - PBS -2 Field Cut Panel and Trim as required per Construction Details HW1112 ----- ----- PSW3X P00.78 ----- ----- JLC15X 8X2.5C12 PSW3X P6X10.78 G-5 8X2.5Z16 JLCi6X 8X2.5C12 G-5 8X2.5Z16 G-9 8X2.5Z16 JLC17X 8X2.5C12 0-9 8X2.5216 G-10 8X2.5Z16 JRC18X 8X2.5C12 G-14 8X2.5Z16 PSW6X P6X10.78 PSW5X P6X10.78 PSW5X P6X10.78 PSW4X P6X10.78 E-1 8X3.5E14 SC18 E-2 8X3.5E14 SC18 SO 8 E-2 6X35.14 E-2 8X3.5E14 SC18 SC18 E-2 8X3.5F14 I SC18 SC18 E-3 8X3.5E14 E-2 BX3.5E14 E-2 8X3.5E14) SC18 E-2 8X3.5 -14 SC18 SC18 E-2 BX3.5E14 E-2 8X3 5E14 SC18 E-• BX3.5E14 N G-5 G-5 G-5 ' C17X G-12 JRC18 ` G-5 G-5 G-5 G-5 G-19 8X2.5Z16 8X2.5Z16 8X2.5216 BX2.5Z16 (2)SC244 wP6 0B 105 C16X 8X2.5216 JLC16 010 (2)SC28X2.5Z16 44 8X2.5Z16 �G-5 8X2.521 o . 216G-3 8X2.5 SC5 o \\ G-7 SW3X� G-1282.56 PW3X1 G-15 G-5 Z'•\ / e �'� / G-5 G-5 G-18 =o ' G-2 G-6 G-5 // G-10 G-9 G-11 1 8X2.5Z16 HC14X G-14 G-9 (2) Q?44\� 8X2.5212 , /8X2.5Z1 . 8X2.5214 SC5 8X2.5Z14 X2.521 8X2.5Z12 SC5 8X2.54 'v�i G-5 G-5 - _, e/�\ (2)S, 2 p G-8 ' 8X3.5C14 u G -13G-2 G-5 G-5 \/ G-5 G _5 .5/G-5(TYP.®® 8X2.5Z16 4 8X2.5Z16 cF\ X / 82.5Z �/� ) 82.5 . \8X2.5216 G-5 .2 (* ®G-18 8X2.5 214 G-17 SC58X2.5Z16 SCS 8X2.5214 G-4 G-5 N G-13 G-5 G-5 G-16 Noi 8X2.5216 p 8X2.5Z16 �) (TYP. 8X2.5Zi6 X " �8X2.5 5� Z� \?p -G-1 8X2.5216 82.521 (TYp.* 8X2.5216 ®/ ®�IYP.)SC5 \ 8X2.5216 8X2.5212 SC5 8X5212 . \44\ m W 11 62N/ / \ \ 1 N 20'-0 N 4- 24-8 25'-0 25'-0 25'-0 25'-,0 25'-0 25'-0 25-0 25'-0 25'-0 25'-0 24-8 4- cb Cb (i) 6 d) cJ 10 11 12 13 14 15 16 C1K CIM C1RD CIRC C1QA C1QC C1 QA C1 QB C1RB C1 RA CIC CIM C1K SIDEWALL ELEVATION "SWA" AT GRID LINE "B" BUILDING "A" MPR04003 1`646-16 ( ) F653-18 F47-2BR -- F47 -19L F46-2BL F46 -38R F46-16 F2955 -1B F893-1 0 3'-0 O.C. F646 -1B 1`653-16 F47-2BR --\ i- F47-1 BL SWC SWC KEY PLAN SWC EWB RB9 'A' Li LUw'D' EWD SWA SWA SWA EWB C' EWD SWA Z_SECTION LAP TABLE SYMBOL LAP(LENGTH) SYMBOLI LAP (LENGTH) S 0'-2" (3j") T 2'-4"(2'-5j") R 1'-4"(1'-5j") V 3'-O"(3'-1 i") WALL SHEETING ELEVATION "SWA" BLDG "A" -- F47-2BR v PW03001 (TYP) 00 1 � m HW1112 BUTTE COUiN'T`! BUILD ' O LJIVii>s0rj �. r e € �s rV e 4 r DRMM15A ENMM11A I 14, 2015 F47-1 131- O PBR WALL PANELS ;C" M PANEL COVERAGE = 3'-0 COLOR = ASH GRAY PANEL PKG. REQ'D. - PBS -2 Field Cut Panel and Trim as required per Construction Details HW1112 MPR04003 1`646-16 ( ) F653-18 F47-2BR -- F47 -19L F46-2BL F46 -38R F46-16 F2955 -1B F893-1 0 3'-0 O.C. F646 -1B 1`653-16 F47-2BR --\ i- F47-1 BL SWC SWC KEY PLAN SWC EWB RB9 'A' Li LUw'D' EWD SWA SWA SWA EWB C' EWD SWA Z_SECTION LAP TABLE SYMBOL LAP(LENGTH) SYMBOLI LAP (LENGTH) S 0'-2" (3j") T 2'-4"(2'-5j") R 1'-4"(1'-5j") V 3'-O"(3'-1 i") WALL SHEETING ELEVATION "SWA" BLDG "A" -- F47-2BR v PW03001 (TYP) 00 1 � m HW1112 BUTTE COUiN'T`! BUILD ' O LJIVii>s0rj �. r e € �s rV e 4 r DRMM15A ENMM11A I 14, 2015 O too t {� o A a 1 Z) 28'-111 g01°3 ;nBoc-a o ° ,Z ° o ° m 0 Z O s D >m D M 4 A 0 - C" A C3 C -) 2 'ZO , F830-2 W � N NC6 00 y N W O Ln DEWD F830-2 j N? f.11 +' x Fq A J x W J EWB J rrn C XX� CD v o m IQ 0 m N v m � 0 D� � C°�p f � jnX a 1 r°o z 7z I En Cr 28'-11} l M Cr rn 28'-11J d U) { D 28--111 D z o 2g'=111 D o � A m JIM BIANCHI 28'-111 D z CIO I 28'-11J EWB 28'-11J 0 D NEWD A Cn 2 2 D ' :O :O O A ..'a n 28'-111 Fz-] d � F961-2 rri 10'-10 10'-10 N !'� o m o 10'-10 O too t {� o A a 1 Z) 28'-111 g01°3 ;nBoc-a o ° ,Z ° o ° m 0 Z O s D >m D •c�iC.,� 4 A 0 - C" A p O C -) 2 'ZO , F830-2 (J) � N NC6 00 y N W O Ln vco 0 F830-2 j N? f.11 +' x Fq A J x W J 28'-111 J C XX� CD v o fel IQ 0 m N v m � 0 D� � C°�p f � jnX a 1 r°o z o I D Cr 28'-11} l Cf) Cr rn 28'-11J rn 28'-11 m—i I1 28--111 z o 2g'=111 M o 28'-111 28'-111 JIM BIANCHI 28'-111 o a B c S n rn CIO I 28'-11J 28'-11J 0 D D A �/ 2 2 28'-11� :O :O O A ..'a --_ _ _ _ 28'-111 Fz-] d � F961-2 pmt 10'-10 10'-10 N !'� o m o 10'-10 -------� 28'-11} w N 28'-11} LEE SPANGLER 28'-11} 28'-11 } 28'-112 \ 28'-11} O too t {� o A a 1 Z) 28'-111 g01°3 ;nBoc-a o ° ,Z ° o ° m 0 28'-111 s n m z n r a � V •c�iC.,� 4 A 0 - C" A H��oom 2 C -) 2 'ZO , F830-2 `; d11 Nmr o � 00 NC6 00 y N W O Ln vco 0 F830-2 j N? f.11 F830-1 N NG'� (11 N Cn = A J N � W J O too t {� o A a 1 Z) 28'-111 g01°3 ;nBoc-a o ° ,Z ° o ° m 0 28'-111 s 28'-111 � V 28'-11J 4 28'-11} A 28'-11 C -) 28'-111 F830-2 28'-111 28'-111 00 28'-11J 00 28'-11} vco 0 26'-11 j N? f.11 28'-11� N NG'� (11 N Cn 28'-111 00 28'-111 28'-111 28'-111 28'-112 XX� 28'-111 28'-11� IQ 28'-11 28'-11 D� 28'-111 28'-11} jnX 28'-11§ — 28'-111 28'-11} I 28'-11 Cr 28'-11} I- 0 28'-11J Cr rn 28'-11J rn 28'-11 28'-11 28--111 28'-11 o 2g'=111 28'-11 J o 28'-111 28'-111 JIM BIANCHI 28'-111 o a B c S n rn 28'-111J I 28'-11J 28'-11J 0 28'-11} (11 28'-11} �/ 28'-111 _. y m 28'-11� 28'-111 / X 28'-11 --_ _ _ _ 28'-111 Fz-] d � F961-2 10'-10 10'-10 10'-10 N !'� o m o 10'-10 -------� 28'-11} w N 28'-11} LEE SPANGLER 28'-11} 28'-11 } 28'-112 \ 28'-11} 28'-11} Drawing Status: Preliminory For Construction Permit 28'-11J 28'-11J /o ° 1 ia a 0 26'-11} j 28'-11 28'-11 28'-11J 28'-11 28'-11 28'-11J 2W-111 �' 28'-11} Froval ❑ or ❑ For Erector Installation 28'-11� 28'-11} 28'-11 J 28'-11} 28'-11� 28'-11 J 28'-11J 28'-11 28'-111 28'-11 v 28'-11} 4'17 X 2s'-11� L7 28'-11 28'-111 28'-111 28'-111 X 2s'-11 N 28'-11} 28'-111 IV 28'-11J (T 28'-11} 28'-111 28'-111 28'-11J CD C ®C��Mm z o ccE6 coca o D A ;� D9- zw D (n J m D D r r M g01°3 ;nBoc-a o ° ,Z ° o ° m 0 r - s m � V N 4 A F830-1 C -) O F830-2 z Wa0 vo 00 ;� D9- zw D (n J m D D r r M g01°3 ;nBoc-a o ° ,Z ° o ° m 0 r - 7'-6 5-4 6'-0 6'-0 4'-2 m ° ° 4 A JD J C -) O 0011 z N 00 00 00 vco 0 C7 j N? f.11 D N NG'� (11 N Cn W 00 c� 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 Q _r XX� IZ m s IQ I� D� ; Q8— I I f f N Vf CA N CA Ln C� Dv D Z z O r� 7 N '8. ;7 x rx-- s D W N U co 0 A:0 °. o g01°3 ;nBoc-a o ° ,Z ° o ° m 0 14 °=0 7'-6 5-4 6'-0 6'-0 4'-2 ° ° ° 4 A CCT C -) COT 0011 N 00 00 00 N I 1 CT N j N? f.11 NC� N (l1 N ? N NG'� (11 N Cn W 00 ° 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 XX� oa a Q IQ ZIP 77041 (713) 466-7788 DP 77240 X jnX I co - °' Cr I- 0 CT rn Cr rn (11 rn rn o o SPANGLER STEEL STRUCTURES JIM BIANCHI oN o a B c S n rn I r = 0 \ (11 Cr N �/ W _. y m x rn / X LINCOLN, CA 95648-9606 NELSON, CA 95958 N !'� o m o w N LEE SPANGLER 01 N \ Drawing Status: Preliminory For Construction Permit 'v /o ° 1 ia a 0 o j \ (Not For Constructions o m a ° �' Froval ❑ or ❑ For Erector Installation (Not Construction) v X 4'17 X GIS X L7 N X 0 t N j Ui IV I CT CA (T 01 O N G N GI's N C" N N I O r-�r-�I N N •-e,-�, N N \ ® >c-<' o <9> , N. X \ N A N lN/1 I N N \ rn O / \ (A��.` 1p N W \\ 2'-6 5 _ 112X C 0 x XX O X G7 CNrLF!CNJ- (T W N N W O CD 18'-0 m A N C8X11.5 X \\ C7 N / 14 I O -P cn \ N / \ p Cn 1 ® I . 4 1 X 4' vi X 41'J Oxo O , N N N Gr Ij N LQ O j W f. N I j Ln 01 (» ; g I \ e \co G13/ r \ / r CR N \ CO N Vl Cn , 6 N � s r ^I v OxD 41'� X G7 C X N � VI .CNn C11 C � L7 � I- o N L4 o' N rn 01 Cn a r I _ l C.N0 N L4 -Pt 00 N A A rn s I I f f N Vf CA N CA Ln C� Dv D Z z O r� 7 N '8. ;7 x rx-- s D W N U co 0 A:0 °. o g01°3 ;nBoc-a o ° ,Z ° o ° m 0 14 °=0 ° ° ° ° 4 Revision Date p By Description Ck d St Erro Q metallic building eomrnr�Y o p m ° v ° rn n oID 3 4 ° 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 m oa a Q IQ ZIP 77041 (713) 466-7788 DP 77240 m(D�o nc Dn c 1 y = ° n 0 ° m Z >. m 2 Customer. Project Name & Location: ° o f o o SPANGLER STEEL STRUCTURES JIM BIANCHI oN o a B c S n rn I r = 0 2445 VIRGINIATOWN RD 936 NELSON RD. W _. y m °1 LINCOLN, CA 95648-9606 NELSON, CA 95958 N !'� o m o w N LEE SPANGLER 0 5' 0 a 3 ? . -0 N Drawing Status: Preliminory For Construction Permit /o ° 1 ia a 0 o j \ (Not For Constructions o m a ° �' Froval ❑ or ❑ For Erector Installation (Not Construction) co C_ r D Z 0 T 0 F1 D r r 16'-0 EAVE HEIGHT m n N OD 1'-2 W CKW1F tb m w w O �7 r Z m o9 1'-2 C U3 <4 iF= c a --4 M rd C) m 4. J I r m 00 (O L4 A J cN0 -mP p� (ND ® LTI W C, ED °J A Co O C1 16'-0 EAVE HEIGHT cue— 1'-2 O m m �w m cn T 0 m D r r R 0 .Z1 r �z rl N W I O o� 1'-2 O 0m z m0 >;;u 20 O 0 mr Z Z L.m CKW1F v 0 N N rn co U ® N A O w I NCO j 10 WWrCA O c7 M m �m � D EWD EWB rn co m { N m D z EWB N EWD N D n m 0 co C_ r D Z 0 T 0 F1 D r r 16'-0 EAVE HEIGHT m n N OD 1'-2 W CKW1F tb m w w O �7 r Z m o9 1'-2 C U3 <4 iF= c a --4 M rd C) m 4. J I r m 00 (O L4 A J cN0 -mP p� (ND ® LTI W C, ED °J A Co O C1 16'-0 EAVE HEIGHT cue— 1'-2 O m m �w m cn T 0 m D r r R 0 .Z1 r �z rl N W I O o� 1'-2 O 0m z m0 >;;u 20 O 0 mr Z Z L.m CKW1F v 0 N N rn co U ® N A O w I NCO j 10 WWrCA O c7 m W �m � D EWD 0 EWB m M M D D D M D z O EWB V)EWD cn D 6 n M 0 16'-0 EAVE HEIGHT rn m r ni N W rn 1 Co n N � O W M I co r*1 D r r M r - m D m rnrn C O 'a F Z w s �a z U1 Cg C71 C? O cn I D O7 m m C7 O CO r Cp D O -� n G7 O r z M D N � O co M I 0 D rn V N W .Z) Ca t.. ril �EG �� a0 °3 N3oa� � < Z o ° ° ° o ° o ° $ -DI o o Revision Date Description B Ck d ° : � ; rt�metallic building company _ y 3 a o A m o _.CD ° c m ° 003 w c 3 4 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 •• m o rt 2 o i 2 ZIP 77041 (713) 466-7788 ZIP 77240 n 0 0 mm :Y "c ° ' m 3' X11 M y — N .°. F)• ° o j m Customer: Project Name & Location: y�trn o o <D ° Cr `� °. y o o y SPANGLER STEEL STRUCTURES JIM BIANCHI N O 4fi ; o ' o ,o 'm 3 m 5 a , I r = 2445 VIRGINIATOWN RD 936 NELSON RD. t ; d w ° ° T , y m n LINCOLN, CA 95648-9606 NELSON, CA 95958 3 0,'D _ CD (Do ° o o LEE SPANGLER 4 0 6' a 3 ' v N Drawing Status. ❑ Preliminary (DN w0 (Not For Construction) ®For Construction Permit tl33l1�` a a' a CD w For Approval m a (D �' ❑ %t For ConstructionZ [:]For Erector Installation 1'— 2 x w m N I 0 co x C4 U m O 1 rn O Z N rn O U� � I D � z O O � mr zZ rn DD x C4 m N I� 0 1'-2 x c; w x a w 0 0 N a w 0 0 N F2901 -1B F46--3BR F46 -1B F2955-16 F47 -16L � F893-1 ®3'-0 O.C. F47-2BR F-15 E-12 P N swc SWC Ii KEY PLAN 23'-10 SWC EWB'B' w 'A' t�'dDE W D Ld SWA SWA SWA EWB 'C EWD SWA F2901 -1B F46--3BR F46 -1B F2955-16 F47 -16L � F893-1 ®3'-0 O.C. F47-2BR F-15 E-12 P N N Ii 23'-10 23'-10 17 18 19 MG CR H CF1 G SIDEWALL ELEVATION "SWA" AT GRID LINE "D.1" BUILDING F2901 -1B F46 -26L 1`46-16 F47 -16L F2955-18 F47-2BR � F893 C_1 E-16 N N I 23'-10 23'-10 8 BUTTE Col -e �i"Y CF1G CF1H CF1 G yt, yy SIDEWALL ELEVATION "SWC" AT GRIDLINE "F.1" BUILDING "D" DRMMI5A ENMM11A I •OF CA Dec 14, SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (4) 1 X 1j I A325 B&N 4 1 0 CI -292- FASTENS GIRTS ON EACH ENDWALL COLLIMP GIRT ELEVATIONS. REFER TO DETAIL 12 (41)RA1-1 BGC3A BGC3A BGC2A �1a BGC2A (4) RAI -1 p,ur. r r rte- , _ R1Kr. 1 dbUlA SWC WEIGHT BGC1A R1KAG-41 KEY PLAN 682 SWC EWB'B' CL5i49� 8X2.5Z12 'A' G-27-CL549 R1KA R'D' 8X2.5Z12 0 78X2.5Z12 R1KA c1v A R1KC A A A G-23 A G-25 G-25 G-40 & G-40 SWA G-25 G-25 A G-23 8X2.5Z12 8X2.5Z14 8X2.5Z12 8X2.5Z12 8X2.5212 PC22C 8X2.5Z12 8X2.5Z12 0 1 I EWD io G-22 G-25 G-25 G-39 & G-39 G-25 G-25 G-22 PC22B 8X2.5Z12 8X2.5Z12 8X2.5Z12 8X2.5Z14 8X2.5Z12 8X2.5Z12 8X2.5212 1 OUN X XV 1 �N� 1 O XJ JX > G-21 G-25 G-25 G-38 & 0-38 m �� G-25 G-25 G-21 PC22A 8X2.5Z12 8X2.5Z12 8X2.5Z12 8X2.5212 SX2.5Z12 8X2.5Z12 8X2.5Z72 G-20 G-24 G-24 G-37 HC20X u G-37 G-24 G-24 G-20 PC2 8X3.5Z12 8X3.5Z12 8X3.5Z12 SX2.5Z12 8X2.5C16 8X2.5Z12 8X3.5Z12 8X3.5Z12 8X3.5Z12 0 (O U X O X U 1 Ln0 I 0u� r` N U CoU cV Co � BETWEEN THE 'IDE OF THE S, AT ALL 8'-6 8'-0 8'-6 S. 22'-6 22'-6 22'-6 25'-0 22'-6 22'-6 22'-6 F47-2BR T PBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = ASH GRAY PANEL PKG. REO'D. = PBS -1 Field Cut Panel and Trim as required per Construction Details HW1112 SWA (b 6 6 (i) (1) C1K CSW3A CSW4A CSW5A CSW6A 6xj=FLG./O.134x1'-4=WEB 6xR=FLG./0.156x8"=WED 6xj=FLG./0.156x0'-10=WEB 6xJ=FLG./0.156x0'-10=WEB ENDWALL ELEVATION "EWB" AT GRID LINE "4" BUILDING "A" F916-16 F50 -2L F50-1 APPROXIMATE MEMBER WEIGHTS SWC WEIGHT SWC 585 KEY PLAN 682 SWC EWB'B' w 762 'A' R R'D' EWD C1K 735 R1KA 1021 R1KC 1053 SWA SWA SWA EWB I 'C' I EWD SWA (b 6 6 (i) (1) C1K CSW3A CSW4A CSW5A CSW6A 6xj=FLG./O.134x1'-4=WEB 6xR=FLG./0.156x8"=WED 6xj=FLG./0.156x0'-10=WEB 6xJ=FLG./0.156x0'-10=WEB ENDWALL ELEVATION "EWB" AT GRID LINE "4" BUILDING "A" F916-16 F50 -2L F50-1 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CSW3A 585 CSW4A 682 CSW5A 762 CSW6A 762 CSW7A 682 CSW8A 585 C1K 735 R1KA 1021 R1KC 1053 I -PC22C -PC22B -PC22A -PC22 D C ob CSW7A CSW8A C1K 6x?= FLG./0.156x8"=WEB 6xj=FLG./0.134x1'-4=WEB F50 -3R F50-1 I - I I ' I I � I I 0 d I I _ I j iv N iv T o I I O O OM O r7 M M r� M r7 M �Y I M M M n M M I I I I j I 1 N N N N M M M rW I I r�.r M M M M O N N N N N O OI N "va rra na cocoN 1 1 ro 1 �2 1 1 j� ria °� N I rya 10 iro io rLf 981- LO 1 481- 1 1 I M � SEE �� 1co W0702 20 � IL� LII F73-1 PW02107 al F73-1 BACKLAP WALL SHEETING ELEVATION "EWB" BLDG "A" F47-1BL P(031 TYP =W' O p M M Co HW1112 BUTTE Co i UN' T'Y' BU1LLDI iNlr, , a la DRMM15A ENMM11A BGC1A R1KA SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (4) j X 1j I A325 B&N 4 1 0 BGC1A R1KA CI -292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE ENDWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS. F47 -213R N O N O M M CD I iN 00 L, I PBR WALL PANELS G-23 A PANEL COVERAGE = 3'-0 G-29 8X2.5Z16 8X2.5Z12 PC22C PANEL PKG. REQ'D. = PBS -4 O Field Cut Panel and Trim as 8X2.5Z12 F- x I �p HW1112 G-21 0 8X2.5Z12 BGC3A G-22 = PC228 8X2.5Z12 R1KB o R1KB W I o G-31 i e- G-21 M �_ 8X2.5Z12 �1 8X2.5Z12 PC22A 8X2.5Z12 N O A LO x A G-25 x J U G-31 & G-31 00 ' �' G-20 PC2 8X3.5Z12 8X2.5Z12 00 N N G-25 i� 0 G-25 CI -292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE ENDWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS. F47 -213R N O PieceMark Material O M M CD I iN 00 L, ------- --------- G-28 8X2.5Z12 PBR WALL PANELS G-23 PANEL COVERAGE = 3'-0 G-29 8X2.5Z16 COLOR = ASH GRAY PC22C PANEL PKG. REQ'D. = PBS -4 12 Field Cut Panel and Trim as 8X2.5Z12 required per Construction Details � PC22B HW1112 G-21 (41) RAI -1 BGC2A G-25 8X2.5Z12 G-25 8X2.5Z12 G-25 8X2.5Z12 G-24 8X3.5Z12 (44) RAI -1 BGC1 A PieceMark Material 22'-6 CD I iN RlKA ------- --------- G-28 8X2.5Z12 G-25 G-23 22'-6 G-29 8X2.5Z16 8X2.5Z12 PC22C G-25 12 585 8X2.5Z12 8X2.5Z12 � PC22B G-25 G-21 BGC3A 8X2.5Z12 BGC3A G-24 G-20 8X3.5Z12 BGC2A R1KB R1KB L G-31 i e- CL549 8X2 5Z �_ 8X2.5Z12 �1 8X2.5Z12 8X2.5Z12 O A _ I � x x A G-25 x J U G-31 & G-31 00 ' �' G-25 A 8X2.5Z12 8X2.5Z12 8X2.5Z12 00 N N G-25 G-30(8X2.5Z12) 0 G-25 8X2.5Z12 8X2.5Z12 H11 X I C8X11.5 N rn N G-25 Ln in G-25 8X2.5Z12 8X2.5Z12 OD ^N O 04 X 00 N N roN I N G-24 00 -'0 0 G-24 8X3.5Z12 8X3.5Z12 (44) RAI -1 BGC1 A 22'-6 22'-6 CD I iN RlKA CD I N G-25 G-23 22'-6 8X2.5Z12 A 8X2.5Z12 PC22C G-25 G-22 585 8X2.5Z12 8X2.5Z12 � PC22B G-25 G-21 PC22A 8X2.5Z12 8X2.5Z12 G-24 G-20 8X3.5Z12 8X3.5Z12 PC22 22'-6 22'-6 22'-6 CD I iN 20'-0 CD I N 22'-6 22'-6 22'-6 25'-0 I (b cb 6 b C1K CSW3A CSW4A CSW5A CSW6A 6xj=FLG./0.134x1'-4=WEB 6xg-FLG./0.156x8"=WEB 6xJ-FLG./0.156x0'-10=WEB 6xj=FLG./0.156x0'-10=WEB ENDWALL ELEVATION "EWD" AT GRID LINE "16" BUILDING "A" F916 -1B F50 -2L F50-1 `I CSW7A 6xj=FLG. /0.156x8"=WEB F50 -3R F50-1 dD U CSW8A C1 K 6 x j=FLG. /0.134x 1 '- 4= WEB APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CSW3A 585 CSW4A 682 CSW5A 762 CSW6A 762 CSW7A 682 CSW8A 585 C1 735 R1KA 1021 R1KB 1055 F47-1 DL SWC SWC KEY PLAN SWC EWB'B'w T 'A' Uj W'D' EWD SWA SWA SWA EWB 'C' EWD SWA 2'-0 BACKLAP WALL SHEETING ELEVATION "EWD" BLDG "A" F73-1 HW1112 v PW03001 (TYP) , O Co L VI ec DRMM15A ENMM11A I APPROXIMATE MEMBER WEIGHTS a U 470 PART MARK WEIGHT CF1D 314 F2901 -1X F916 -1B F2901 -1X R1D 470 F50 -2L F50-1 F50 -3R F50-1 APPROXIMATE MEMBER WEIGHTS F47-1BL PART MARK WEIGHT F47-2BR CF1D 314 RID 12 0 �1) RAI -1 n (I) RAI --I PID R1D o ~ x o x U w x w x a w D OPEN TO ROOF LINE 41 TO REMAIN OPEN o I o I � o N S G E o A � O 0 xa G c a o -I-, 60'-0 ti �' a ° W cF 6m o Nn O UU ® ❑ 2 z V) D.1 CF1D ' m z V) CF1D V ogMw �rnz r ENDWALL ELEVATION "EWS" AT GRID LINE "1" +C+ �Fq BUILDING "B" o ` �` o� Q. 'V') ~ I ❑ ❑ �� RA4-1 RA2 1 a�ww FB52-1 F852-1 V)za0 o LdQUZ a (_ V) a 12 maa0w a ZJ 1" F- J ft- -t l U (n N Zi Z O Scale. NOT TO SCALE RID R1D Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. LDG Job Number. 15—B-17124-1 Sheet Number. • E12 of 30 F F- The engineer whose seal = w appears hereon is an employee c� LU x eherein. x moaterials described Said a wto seal or certification is limited a OPEN TO ROOF LINE the ned and dma�nufacturer Li TO REMAIN OPEN manufactured byducts 0 io only.The undersigned engineer s I io not the overall engineer o record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A 60'-0 '--' F.1 [ �r+ p i4f ESS/0 CF1D YEE /� f�44 SWC C�lgr� W No C0507.17 SWC KEY PLAN SWC ENDWALL ELEVATION "EWD AT GRID LINE ' r i d � - .1 Ey/g 'B'wrM A' �'D' EIyC BUILDING "B" t ` W LU SWA SWA .1p�rFO�IW SWA 'C' EWD GAS 1� EWB SWA Dec 14, 2015 470 9 SWC SWC KEY PLAN SWC EWIB B'� E'D' EWD W W UJ SWA SWA SWA EW131E EWD SWA F51-1 F47-2BR F2901—IX F50—,3R F50-1 12 F47-1 BIL 50'-0 B ) CZW1B C1 QA E NDWALL ELEVATION "EWB" AT GRID LINE -8" BUILDING "C" F2901 -1X F50 -21- F50-1 12 9 F51 —1 i APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CZW1B 237 RYW18A 590 RYW1BB 581 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CZW1B 237 RYW1BA 590 RYW1BB 581 O MIMI C G E, C. Q) E gFz i� .2 4� 09 �R .- 16 Z JV C; oa% 0 Co LO W to t2L) 00 N LJ W Z ZJ MZ0 %P -J bJ G L .- I I Km L1 El _J 0 (o LJ �- of W:5 L-Lil V)Z<o oL, < -J 05 2V) 0 F (1 , ; -J . z Z U-) 0 <40W O a(L Z K -J V) 04 -J Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer.• LDG Job Number. 15-B-17124-1 Sheet Number: E13 of 30 The engineer whose seal appears hereon Is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. JRonald W. Bennett, P.E. lCalifornia P.E. C050732 DRMM1 5A ENMM11A 50'-0 50732 1A P No. C0 dD C1 OB CzW1 B ENDWALL ELEVATION "EWD" AT GRID LINE "11" BUILDING "C" 1 F- 0 c9 w 2 w, 0 N swc SWC KEY PLAN SWC EWB 'B' 'A' 3: D' EWD � Lo SWA SWA SWA EWB 'C' I EWD SWA F47-2BR RA4-1 RA4-1 F852-1 F852-1 12 60'-0 F.1D.1 CF1G CF1G ENDWALL ELEVATION "EWB" AT GRID LINE "17" — - — --------------- BUILDING "D" F2901 -1X F916 -11B F2901 -1X F50 -2L F50 -3R F50-1 F50-1 M .71 — F47-1BL 60'-0 D.1 F.1 CF1G CF1G ENDWALL ELEVATION "EWD" AT GRID LINE "19" BUILDING "D" APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CF1G 428 R1G 482 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CF1G 428 R1G 482 BUTTE COUNTY EUIDit, a0 DIVI S10,-, 1 `j 41 ec DRMM15A ENMM11A 1 W C- — 2 0 '*1 m 0 0 co D z Customer. Project Name & Location: SPANGLER STEEL STRUCTURES JIM BIANCHI 2445 VIRGINIATOWN RD 935 NELSON RD. LINCOLN, CA 95648-9606 NELSON, CA 95958 LEE SPANGLER Drawing Status: Preliminary ❑ (Not For Construction) MF or Construction Permit For A rovol ❑ [Not For Construction) ❑ For Erector lnstollation 1 1 I 1 I z rn o (n eo rn rn� rn tx rn x x X X X X x x x X 00 0 0 0 0 o 0" o r0 0 D (p D D D � D (Vn -J x (nn 0 � ()I X Cnn D X x O_ I X X X X N I X M N O CD N0 W 0 �co 0 O (J) �* CD IV m O) Q1 00 W V cn X rn 0 X 8 m X O N O M Cn (n x co (AW (WI) W -J O O = MV (n (n x X M X N N N 6 N 0 I' r I' o OOD OD A 4 W Z00 c!7 X X X X X x N N" N' W m D r D D D D D D 0 N N N N N N m (n (n (n Cn (n (n W W W co W co v W z z z z z z x OD a � OD a W >> D mZ NrA m oo�o�r•�o�r� m r 0 0 D 1 "l 29'-0 EAVE HEIGHT 7'-6 5-4 , 6'-0 6'-0 , 4'-2 O.F. 5.0 X 0.25 16.48 TO 24.95 X 0.156 WEB 8.0 TO 16.48 X 0.134 24.95 TO 30.0 I.F 5.0 X 0.25 ?A V� rn x r cri c (r x au I (7) x I.F.1 5.0 X 0.25 11.48 TO 24.95 X 0.1 WEB 8.0 TO 16.48 X 0.134 24.9, 5 TO 30.0 O.F. I 5.0 X 0.25 7'-6 1 5-4 1 6'-0 1 6'-0 4'-2 29'-0 EAVE HEIGHT EG+j,T .0 •xyLi mo v tte N� > %� ; " 's a - •0a o m m� o p rt N !') (D :01 om30a0J °, m - �c m o 0 m 0 a N m c sCt' n m y N°- c 0 o 0 f m <m Q 2. " CL 0. -• o o 3 n m `m o o_ O `�• OL r CD D '�' "� o o o rt n 3 ..� � (D N m ,°c m a a o rn l a (D c m m cn o w 0 oz° 3 (j W j N j oM w m r o o 10, aA �� o= N \ (n N Z oy y Q) ^� etallic building company 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Revision Dotea Customer. Project Name & Location: SPANGLER STEEL STRUCTURES JIM BIANCHI 2445 VIRGINIATOWN RD 935 NELSON RD. LINCOLN, CA 95648-9606 NELSON, CA 95958 LEE SPANGLER Drawing Status: Preliminary ❑ (Not For Construction) MF or Construction Permit For A rovol ❑ [Not For Construction) ❑ For Erector lnstollation J- Zr*1 DZm z X0 <mx InF ;00-- *�0 -<mz rOm pz0 MA r ZV) In z O m !n In m o mo Z= z� oO M oz r -O ND In D� fl =1>-n-0 zm m:;u 'n0o 0 Z > M D Z 00 m� 00 In In 00 00 In N 0(.n 00 00 O O W D In I In os 0 0 N W CL 00 r- Description By I Ck d 0 0 0 A A D� + OX 0 D D D D D D D D D M M W V cn rn rn 0 8 8 m N N= M Cn (n N N N (WI) W M 6 r Description By I Ck d .. ox °' ': 0 3 8-1.0 3 0 0 ,�" 10 10 z X X -1 m v o m D F: rn o:� `D w w M m m a �' �' 2 c x x x x x x D D 0 0 0 P o o ZIP 77041 (713) 466-7788 ZIP 77240 x- m jo x N x v' D Iv I-� x, I x N f 1. x o r'1 m o I N 00 W 0— JIM BIANCHI o (n o 2 m 3 m� a �' m (I v='zi � Fel rn �• ; v rn 00 OD Tfl --q x (n ivS--1 x x N m V1 m o o D ca O Cn o w O C4 O -1J LEE SPANGLER S m X Loon=�.,3- o 3 v (J4 U = EnM N X x a V) m s (Not � nn o M Z �, For Approval ❑ ❑ For Erector Installation n m .. ox °' ': 0 3 8-1.0 3 0 0 ,�" 10 10 X X ° X axe x a cn Cn 2 � `D 1 metallic company 0 m m a �' �' 2 c c Q fNr1 0 `i D ➢ 7301 FAINEW • HOUSTON, TEXAS • P.O. BOX 40338 D D r � o 3:r:, m o o' C% U ZIP 77041 (713) 466-7788 ZIP 77240 51 m jo N N (P 0 v� N ()1 N Z co m Project Name & Location: m m -0 <D 10'< In o o - o m 0 Q * R z z � R, z 9? z SPANGLER STEEL STRUCTURES JIM BIANCHI o o o 2 m 3 m� a �' m (I v='zi � 2445 VIRGINIATOWN RD 936 NELSON RD. �• ; v '5-0-0 - cn S M o. OD Tfl D (n ivS--1 D ►� > N m V1 m o o rn o w N LEE SPANGLER Drawing Status: Preliminary ❑ For Construction) ® For Construction Permit M � z Loon=�.,3- o 3 v N EnM ^1 ANoMor•1 Q V era N Q r O 0 a Ft r 29'-0 EAVE HEIGHT 7'-6 5-4 , 6'-0 O.F. 8.0 X 0.25 27.23 TO 46.45 X 0.185 WEB 8 0 TO 27.23 X 0.156 46.45 TO 54.0 I.F. 1. 8.0 X 0.25 di I F 8.0 X 0.25 2 .23 TO 46.45 X 0.11 WEB 8.0 TO 27.23 X 0.156 46.45 TO 54.0 O.F. 8.0 X 0.25 7'-6 5-4 1 6'-0 1 6'-0 4'-2 29'-0 EAVE HEIGHT vision I Date 1 ZrI* Dim C n < m = Z mer- XmD r - mo -<mz 0; 0>0 C X;u m z (n 70z om mm 0 Xo z� = mZ �z N 0 mz NM D N m D V zm rr*1X 0 o Ax 0 ZD vD z v 00 00 o0 X X vv c� c� (I I O O co co 00 00 m (n ➢ 71 �m mm � Io 1 I Wm j V N N P N � O 1 1 `o O � J 5' N N o (D fD \ W W � d � I D D\ ov o \ �0 0r r m m� 1n \ (n � I IW WI - N N "p m O O � I 7z E � In o O N N O ID E N N � 2 � I ID _T1 � \ o X (D :U O :U N N (P O ra O W A rn N N (r O cD 0 00 46 0) ox °' ': 0 3 8-1.0 3 0 0 ,�" ° ° building a : o ss� m 0 �.0- m 1^ 2 � `D 1 metallic company 0 m m a �' �' 2 c c Q 4 0 `i 7301 FAINEW • HOUSTON, TEXAS • P.O. BOX 40338 r � o 3:r:, m o o' i U ZIP 77041 (713) 466-7788 ZIP 77240 51 m jo CD neo a =0 m N ID o. 0 o 3 v� m Z Customer. Project Name & Location: M o : -0 <D 10'< In o o - o W D -I � y SPANGLER STEEL STRUCTURES JIM BIANCHI o o o 2 m 3 m� a �' m (I v='zi � 2445 VIRGINIATOWN RD 936 NELSON RD. �• ; v '5-0-0 - cn S M o. W r v D (n LINCOLN, CA 95648-9606 NELSON, CA 95958 ►� > N m V1 m o o rn o w N LEE SPANGLER Drawing Status: Preliminary ❑ For Construction) ® For Construction Permit Loon=�.,3- o 3 v N ^1 m c o s o CCD mCD o a s (Not nn o M �, For Approval ❑ ❑ For Erector Installation n m 6; [Not For Construction) vision I Date 1 ZrI* Dim C n < m = Z mer- XmD r - mo -<mz 0; 0>0 C X;u m z (n 70z om mm 0 Xo z� = mZ �z N 0 mz NM D N m D V zm rr*1X 0 o Ax 0 ZD vD z v 00 00 o0 X X vv c� c� (I I O O co co 00 00 m (n ➢ 71 �m mm � Io 1 I Wm j V N N P N � O 1 1 `o O � J 5' N N o (D fD \ W W � d � I D D\ ov o \ �0 0r r m m� 1n \ (n � I IW WI - N N "p m O O � I 7z E � In o O N N O ID E N N � 2 � I ID _T1 � \ o X (D :U O :U N N (P O ra O W A rn N N (r O cD 0 00 46 0) Descrip tion By Ced D v� O r W D D � D D m M 6; m N V1 N ()I J? JLn m N O O O O 01 01 2 rn c� Descrip tion By Ced OY/PROJECTS\XDS-V5-09-00 FRAME Eng/15-8-17124/ver01-Idgonzalez/Bldg-A/Drftg/x2OL Eng/15-B-17124/ver01-Idgonzalez/Bldg-A/Drftg/x2OR 12/ 4/15 10:54:45 12/ 4/15 10:54:45 OY/PROJECTS\XDS-V5-09-00 FB SET = Eng/15-B-17124/ver01-Idgonzalez/Bldg-A/DRFTG/x2OL Eng/15-8-17124/ver01-Idgonzalez/Bldg-A/DRFTG/x2OR GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. 12 12 1" 1' 5, -Oa 5'-01A 5'-0 5'-0 5-0{ 5'-0 5-0 5'-0A 5'-0� 5'-0' 5'-01 5'-01 5'-0J 5'- 0 5'_Of 5_p+ 5-0 5 ' p1? I ' 5'-01 5'-0# 5'-04 V--0-4-}.55''. .4'-41 5' -OA 5' -OJ 5-01, I I 0 te4r FS Imo.. NS OR FS 5'-01 5'-04 4'-4 I� , 4'-3j FB4F F84� X48 F848 FB4 NS & FS NS & FS FB4B FB48 FB4B NS & FS 8 NS & FS NS & FS NSS &4BS NS & FS NS & FS NS & FS NS & FS NS & FS FB4B F846 � NS � FB7A NS & FS R1NC R1RC NS & FS FS7A NS & FSNS & FS R1N8 ®F.L. 12 R1RB 0 F.L. 12 R1RA 8 N R1NA F 2E 2E n, X 0 C 2E 2E E E C 2E 2E 0 0 0 - B 2E 2E C 0 4'-10 . 0. 3.75 X 0. 3.75 X 0.375 148,-11 2E x � 375 4'-101 X +r W o i i i N O I cV I iV I W O Q O ,.�j th M Q O XX < I M "'� 6 to O ' N M Nm N 00 cd c N � N,p 0 X t0 1 o FIN. FL 12 "kJ ELEV. 0 C3 `= 81 A D O A 8 81 $ 53'-4 53-4 53'-4 80'-0 160'-0 OUT OUT OF STEEL 6-H 6-E ob C1NA ® F.L. 6 & 13 CPP2N CPP2R C1RD ® F.L. 6 C1NB 0 F.L. 12 PBX16.94 PBX16.94 C1RC ® F.L. 7 C1NC ®F.L. 7 C1RB ® F.L. 12 C1RA ® F.L. 13 SPLICE BOLT PLATE SIZE TABLE CONN. LOW SIDE HIGH SIDE A 8X0.375 X81 915 B 8X1.0X5'-2J 8X1.0X5'-24 C 8 X 0.375 X 2'-8R 6X0.375X2'- D 114X0.5X1'-2 0 E 110 X 0.375 X V-14 1434 F 16X0.5X2'-O 6X0.5 X2' -O} 6-H 6-E ob C1NA ® F.L. 6 & 13 CPP2N CPP2R C1RD ® F.L. 6 C1NB 0 F.L. 12 PBX16.94 PBX16.94 C1RC ® F.L. 7 C1NC ®F.L. 7 C1RB ® F.L. 12 C1RA ® F.L. 13 SPLICE BOLT TABLE WEIGHT QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS 1477 R1NC 915 R1RA (8) 1" X 34 A325 B&N 8 0 (8) X 2" A325 B&N 8 0 1442 C1N8 1434 CIINC (4) X 1J A325 B&N 4 0 (8) J X 21 1 A325 B&N 8 0 CROSS SECTION AT FRAME LINE "6", "7", "12", "13" BLDG. 'A' APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1NA 1480 R1NB 1477 R1NC 915 R1RA 1472 R1RB 1469 R1RC 915 CPP2N 559 C1NA 1442 C1N8 1434 CIINC 1442 CPP2R 559 C1RA 1451 C1RB 1434 C1RC 1442 C1RD 1442 ^ N o I 0 o cxa X W x o Q N pj p � N O W X O X O CO � O 1 N X cc") � 00 `` Wo W r!" 4) 0 Q c 0 a� D; } C E c m C � o G 0 O mR O U C U) V■N� J � p N FF 0L0 L. W _� m 0) _ z ® LJrM p =OU Z Z U, .� z0 1 t0 J s g 0 »z c c yF. G c �c to � W Urn �2 �2 fY El ElVI CIOI d W L0 W <In .�. (nZQ() p E -J5�U) O ZOO � 4_d ZJ O U NNJ O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer: LDG Job Number. • 15-B-17124-1 Sheet Number: El of 30 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A r V4. 4 No. 0050732 ec 0 oo�r�r•� 00r 8 W N Q icy �J O Cl) V) Cn 71 C7 O z D �•I D M r z M Cb I 29'-0 EAVE HEIGHT 7'-6 5-4 , 6'-0 6'-0 4'-2 O.F. 27.91 TO 47.82 X 0.185 WEB 8.0 TO 27.91 X 0.156 47.82 TO 56.0 I.F., 8.0 X� 0.25 T--; aw V-4 S O 0 I.F.1 8.0 X 0.25 2.917047.82X0.18 WEB 8 27.91 X 0.156 47.82 TO 56.0 0 TO O.F. 8.0 X 0.25 7'-6 5-46'-0 rn 4'-6 4'-2 29'-0 EAVE HEIGHT 0 0 0 o a 0 0 0 ov m o 0 m m v C) W D z � o a metc4loc Vuilding company Revision Date Z c m ° o "+� 0 u c o x x x x x x 7301 FNRVIEW •HOUSTON, TEXAS • P.O. BOX 40338 n CP W P � O O 0 x-4 ZIP 77041 (713) 466-7788 ZIP 77240 x 0 x w w m D N x Customer. Project Nome & Location: x-P I x U) —i (�l ry A 1 1 N y SPANGLER STEEL STRUCTURES JIM BIANCHI m a N o m W D W D X 2445 VIRGINIATOWN RD 936 NELSON RD. (n > Z 0 CD rn v; 0 y + m 0 N LINCOLN, CA 95648-9606 NELSON, CA 95958 K N m m° c .3 O rn 0) M rn a rn 0 CD moa 0 3. ? 0 D x \ x x D OO N a z m (Not For Construction) ® For Construction Permit CD Ut rn m -0 ° ° ° v I O M x cn x = CP N For Approval ❑ [Not For Construction) ❑ For Erector Installation x N N m A-- IT1 4Z ao OD 4 W OD r -O -I w x x ww x s x t (n 0 co pNl-' r[.i M N a) CD cn O rn C' W CAJ w O W nii. O= r D D D D n C4 � w w Irl N -a CO W W W RO W m O z z z z c� f- 2 *2� ao A v o D CJJ AZ tnm I -r1 oo�r�r•� 00r 8 W N Q icy �J O Cl) V) Cn 71 C7 O z D �•I D M r z M Cb I 29'-0 EAVE HEIGHT 7'-6 5-4 , 6'-0 6'-0 4'-2 O.F. 27.91 TO 47.82 X 0.185 WEB 8.0 TO 27.91 X 0.156 47.82 TO 56.0 I.F., 8.0 X� 0.25 T--; aw V-4 S O 0 I.F.1 8.0 X 0.25 2.917047.82X0.18 WEB 8 27.91 X 0.156 47.82 TO 56.0 0 TO O.F. 8.0 X 0.25 7'-6 5-46'-0 rn 4'-6 4'-2 29'-0 EAVE HEIGHT 0 0 0 o a 0 0 0 ov m o o° Q. 0 ..� T_ �Q ass�CD m rt Z m � o a metc4loc Vuilding company Revision Date o 0 0° o° m c m ° o "+� 0 u c o c a o 7301 FNRVIEW •HOUSTON, TEXAS • P.O. BOX 40338 n (� � m 0 o rn m � , O A x M ZIP 77041 (713) 466-7788 ZIP 77240 M D v=Cr n 0_ 0 ? °mac — CD �_' 0 0 F m S w m a� o ? Customer. Project Nome & Location: D _M O �� 0 0..- U rt n 0 'O (D 1 `G 5:0 o a A f �1 A 1 C- v= D y SPANGLER STEEL STRUCTURES JIM BIANCHI D a N o m W D W D X 2445 VIRGINIATOWN RD 936 NELSON RD. > Z 0 CD rn v; 0 y + m 0 n LINCOLN, CA 95648-9606 NELSON, CA 95958 K N m m° c .3 O rn 0) N a LEE SPANGLER z CD moa 0 3. ? 0 D \ ,� Drawing Status: Preliminary o v M c m =r0 N a z m (Not For Construction) ® For Construction Permit rn m -0 ° ° ° W 0 I o m 0- CP w For Approval ❑ [Not For Construction) ❑ For Erector Installation Zm r- -" NA �Kr*m =o Gmx Or A"r -n C-) {FR ramvX>o c 'OA mZ� mZ -01'0 ui Z 00 00 M �z M 000 F;0 ND DN m 0 D mU m mx z :;a �O O O g � ZD �m D Z v \0\0 7070 O O 0 0 u X x 00 cnLn o 0o 00 W D mm 11 II mm I 1 WW I � N N O � n o. 00 00 NN ° o 24 N N W� as I 1 D D �v v� ox x x N N r m m� \ v, � I IW ao �, N N � A < i m O O � I n � o 0 24 N N � N O N � N W d� o I D D � 0 x ",�2 _N .`O N Cn O W OD (b N O W 00 v Descrip tion By I Ck'd D n (� 0 0 0 0 O A x M D 77 fJ S 8 a� •O b D _M O v V A O O W D N co D N W D W D X D K D D z m IT1 w w w coon ww coil t W 0 co w m M O a) CD cn O J C' W CAJ w O W O O= M c� 2 Descrip tion By I Ck'd OD v . �, D O 3 O N 0 U S 0 Oo N C) o TI m 0 (") Q D Z z X X X x x x x x x x 0 cri O C4 o0 Ln 0 0 r x 'ix Cn -'J Q1 Cn'p, CDv' N Cn y N x tC' I' X r.i I X m M r I N ODM 0 ''' O (n z z z (7 s OD -P� 00 N N f >> rn .1 rn OD --q x UJ r x x U1 0 Ino 0 0 0 = r X 01PQ x X _ Vt 2445 V1RGINIATOWN RD 936 NELSON RD. ry °' W m OD v . �, D O 3 O N 0 U S 0 Oo N D o o D Revision Date -• 'C'L O 0 0(D X X X x a aJ� ; D _�•� o tretallic CoiYirtliY D D D D N 'z" n m N (n N Cn 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 N 0 Cn o O 0 rn ID 3 Q 00 O `� Q I? Q R^ ZIP 77041 (713) 466-7788 21P 77240 ''' O z z z z (7 s OD -P� 00 N N f >> D .1 200 MM ;UZ UJ r 0 ;: Ln .+ m 10 iT rt -• o 7 7 O. 5 N r fA N U1 Ino m 0 0 0 0 Drl 2445 V1RGINIATOWN RD 936 NELSON RD. mm 10 W C.0 29'-0 EAVE HEIGHT 7'-6 5-4 , 6'-0 , O.F. 8.0 X 0.25 28.46 TO 48.92 X 0.25 WEB 8.0 TO 28.46 X 0.156 48.92 TO 57.0 I.F. 8.0X0.25 , ZT N cn Q 00 x -0 rnN I D0 m I F 8.0 X 0.25 8.46TO48.92X0. WEB 8.0 TO 28.46 X 0.156 48.92 TO 57.0 O.F. 8.0 X 0.25 7'-6 5-4 6'-0 1 6'-0 4'-2 29'-0 EAVE HEIGHT -4 Zr� yam T7 jDZ =n <m� 'In �Fri z Or -v>0 71 c Z�7A mZN mZ OrnTt AFri o= C-)rn o* M oz mz 0M D (nm -_ID -m> oA r -v z 7 00 �X 0 0 ZD m D Z O 00 vv 00 00 0%% 0 In (f) (nn Ln (0(0 P-1 Hl W A N D m� �m M Ln O Cn cn N D O . �, D O 3 O N 0 U S 0 °o o o D Revision Date -• 'C'L O 0 0(D o building a aJ� ; D _�•� o tretallic CoiYirtliY (� m 0 v 0 rn 0 o 2 'z" 4 Q 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 o O 0 rn ID 3 m O `� N ZIP 77041 (713) 466-7788 21P 77240 Q D mW �oIaEMM =���`� v, _ �, 0 0 a XO m (7 s Customer. • Project Name & Location: N f .1 D v M 0 ;: Ln .+ m 10 iT rt -• o 7 7 O. 5 N r fA N U1 2 y O SPANGLER STEEL STRUCTURES JIM BIANCHI 0 2,o m 3 m 0 0� m I 2445 V1RGINIATOWN RD 936 NELSON RD. W 0 m s m n LINCOLN, CA 95648-9606 NELSON, CA 95958 N !'� " m a D_ CID o m o m j N N LEE SPANGLER o (D 0 �. K \ \ Drawing Status: ❑ Not Fop Construction) ® For Construction Permit o a W0,=DMCo > � �0an l (D co ED Ln °i cn ❑ For C N a 0 (Not nstruction) ❑ For Erector Installation -4 Zr� yam T7 jDZ =n <m� 'In �Fri z Or -v>0 71 c Z�7A mZN mZ OrnTt AFri o= C-)rn o* M oz mz 0M D (nm -_ID -m> oA r -v z 7 00 �X 0 0 ZD m D Z O 00 vv 00 00 0%% 0 In (f) (nn Ln (0(0 P-1 Hl W A N D m� �m M Ln O Cn cn N Descrip tion By I Ck d D C7j (� A D Z7 D N N Q D Q D XO (7 D D M m K W0,=DMCo � W co ED Ln cn a 0 M c� U) Descrip tion By I Ck d OY/PROJECTS\XDS-V5-09-00 FRAME = Eng/15-8-17124/ver01-Idgonzalez/Bldg-A/Drftg/x18L 12/ 2/15 10:45:07 OY/PROJECTS\XDS-V5-09-00 FB SET = Eng/15-B-17124/ver01-Idgonzalez/13ldg-A/DRFTG/x18L Eng/15-B-17124/ver01-Idgonzalez/Bldg-A/DRFTG/x18L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATEAND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. 0 O rn � N tet M X W c6 LL: m o - 5,_0 5'_p-06 0 5-0 5 -Oil 4'-41 12 5 -p 5'_pa 5-Oi 5'-01 5'-0i 5 -Ot 5-0 I 5'-0' 5'201 5'-0 5'-0 U 5'-C -0, r L,— _ FS ITU NSoRm 5'-0 4'-44 14'-3J . FB4B - lC^1KK dD Cb D Cb CSWBA CSW7A CSW6A CSW5A CSW4A CSW3A C1K 6xl=FLG./0.134x1'-4=WEB 6xJ=FLG./0.156x8"=WEB 6xJ=FLG./0.156x0'-10=WEB 6xJ=FLG./0.156x0'-10=WEB 6xJ=FLG./0.156x8"=WEB 6xJ=FL.G./0.134x1'-4=WEB SPLICE BOLT PLATE SIZE TABLE NN. LOW SIDE HIGH SIDE A 6X0.375X81 585 B 8 X 1.0 X 2'-11J 8 X 1.0 X 2'-1 i C 6 X 0.375 X 1'-4� 762 D 16 X 0.375 X V-114 CSW3A E 6X0.375X2'-81 6X0.375X2' F 6X0.375X8i A325 B&N G 8 X 0.375 X O' -11J H 6X0.5X0'-10J I 10X0.375X0'-111 4 J 16X0.375X2'-8}1 16X0.375X2' 5,_0 5'_p-06 0 5-0 5 -Oil 4'-41 12 5 -p 5'_pa 5-Oi 5'-01 5'-0i 5 -Ot 5-0 I 5'-0' 5'201 5'-0 5'-0 U 5'-C -0, r L,— _ FS ITU NSoRm 5'-0 4'-44 14'-3J . FB4B - lC^1KK dD Cb D Cb CSWBA CSW7A CSW6A CSW5A CSW4A CSW3A C1K 6xl=FLG./0.134x1'-4=WEB 6xJ=FLG./0.156x8"=WEB 6xJ=FLG./0.156x0'-10=WEB 6xJ=FLG./0.156x0'-10=WEB 6xJ=FLG./0.156x8"=WEB 6xJ=FL.G./0.134x1'-4=WEB SPLICE BOLT TABLE WEIGHT QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS 1055 CSWBA 585 CSW7A (8) 1" X 3 A325 B&N 8 0 762 CSW4A 682 CSW3A (4) X 1i IA325 B&N 4 0 (8) X 2" A325 B&N 8 0 (4) X 1J A325 B&N 4 0 (4) X 1 A325 B&N 4 0 (8) 1 X 2" IA.325 B&N 8 0 CROSS SECTION AT FRAME LINE "16" BLDG. 'A' APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1KA 1021 R1KB 1055 CSWBA 585 CSW7A 682 CSW6A 762 CSW5A 762 CSW4A 682 CSW3A 585 C1K 735 ��2 X LO1—j 6 m 0 O c 0 A S m } C G o C b �F o C X c m R O U V o O O a' O 4f N J cc In O l C� �L l l N a)zo UVU ® ❑ Q W Z in Z O V W. ° �Mw F) UJ a �a)Z G �A y E o Er ELZ QLT Dorn az (n I V) ❑❑ OD Wa1W of5UZ LLJ NE -J D- 0 - a 0c oZ�0 J IL�ZJ L U WNJ O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. • LDG Job Number: 15-8-17124-1 Sheet Number. • E20 of 30 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A I WIPP `r No. M50732 2015 OY/PROJECTS\XDS—V5-09-00 FRAME = Eng/15—B-17124/ver01—Idgonzalez/Bldg—B/Drftg/x12L 11/30/15 15:58:05 OY/PROJECTS\XDS—V5-09-00 FB SET = Eng/15—B-17124/ver01—Idgonzalez/Bldg—B/DRFTG/x12L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. M 0 3 — 12 5'-0i? 5,-0� 5 —p v 4'-44 iX 6.0 X 0.25 0 11.5 X 0.134 i� 24.0 TO 11.5X0.156 6.0X0.25 6.0 X 0.3125 F64PFB4P NS OR FS 12 —OA 1 1 —4 5''� 11 -4 5'-0j — —O 1 5'—O j 5'-0 I 5'— p% Lo N 0.25 X 11.5 X 0.134 0 co 6.0X0.25 11.5 TO 24.0X0.156 6.0 X 0.3125 FB4P FB4P NS OR FS NS OR FS FB4P NS OR FS F.1 D.1 CCF1E F1E CROSS SECTION AT FRAME LINE "2" BLDG. 'B' u: m LZ Lu . 0 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1E 550 CF1E 462 r JT i E COU TY DRMM15A ENMM11A I 00 CJ C) CO D Z V) - '< 3 m W W \\ rn rn rn rn 16'-0 EAVE HEIGHT mD DmD o0 Or- xnr x x x x <mZ �cmi 0 0 0 0 r vD0 00 OF;V) V) (n (r V O Aa mam XX x cn � D a �ZN 00 x N x x N -4 mz Om (j N °) �i m m O.F. 6.0 X 0.25 Au oN r,1p z= I I 00 N 10.0 X 0.134 czim �`< `O(O M WEB m z O z o 0 m o, ---16.0 X 0.25 mz NA o 0 I.F. 0 0 CO a v 'DD W D 0' 01 0 f z m Mrr m x x N i x II 11 C"M '� Z D O ao z \ 9— 620x0'9 z moo, E6 I u v j O A N D W --I � � �\ X X O) O O < < X- N rcafNrt 7) W P X D O av r X I 14'-4 o W w N I na w w w FTIX Ln o Ln V Ln O N N p M O W N z z z V)� \\ ;D W m � � I N ? =o D D\ mm A D Orr, 1 T1'Q 00 m i0 X �m _ O O O < X -! Tp f r m W MO D r Z W \ W NT O '� O O NX Q1 '1 0 U1 O 0 rn � N X Ln (;n O 1 oWi O 4A O X O _ r m z � � 1 r O oa' 7 - Oa) OW O Z) O N -n X V) fl O Op v X cn Ci O 1" 00 p Ln (n Cn M n o z D m r D rl o m G1 � I- D o C - r 1+ MaA 15'-4}1 0s I N _ W l - co V) -. OCD 0 O O � X � O O N Cdr X O � 1 0 co m W rn b x 0 W N p 0i 1. O ate'' O O OWE O O -n X V) O W O N X Vt O 1 0) o rn �g co cn °' o O x f �'7 18'-51 w 0) D 0x 0 : - A O I1� _ co D D K: N N cn Cr m CO d ;U o x m m 0 tEG/��. v m 0 O tr1 4✓3 ; CC s s ,moo � o� o� � o '- �� o o� v rn � °oma• v i v o Revision Dote Description By Ck'd _ `� rrictnllic VuilcJinc� cornrr" anY Rd n, nss�.m o � �� � 2 � � � m 1 D -„ m M � � 0 o r- �a " �' � 2 3 Q Q 7301 FAIRNEW •HOUSTON, TIXAS • P.O. BOX 40338 � �. � � � � o• � � � � z ZIP noal (713) 4ss-n88 ZIP 77240 M � y � m °- rt � coo o � m � Customer: Project Name &Location: o r° � � 16'T rt -• o � � --i M y SPANGLER STEEL STRUCTURES JIM BIANCHI o:` o,o � � � � n� `� � 2445 VIRGINIATOWN RD 936 NELSON RD. m co v In LINCOLN, CA 95648-9606 NELSON, CA 95958 N m rt m M a y m o�° LEE SPANGLER 010 • n CL � ' � o Drawing Status: Preliminary (D � c o For Construction Permit ❑ (Not For Constrution) c i - 7 (D W � M a n o m rn o � �\ For Approval a 0 (N u' ❑ ot For Construction) ❑For Erector inst allation 0 w D 0 z ZM {.M'M 00 0) 00 W =c� mD <mA D D MM 00 x x x or A�r « COn C11 CA O 0 Or0>0 U) (n x x (vn D �X mZ(n 00 N -D -ICS Op NN O00 00 - m M m m o « (n off' oiaCn o U) mp ZE z= 00 I I 0N 0 M 20'-0 EAVE HEIGHT nm M Z o Z o 0 r0 ND 00 X X CO DN OD a)M O (n O (n = I— 5 M -_-ID z m M- r*i N> m x x x 1 m N 0. F. 8.0 X 0.25 ---jxx z Ii II 0o 0o 0 D vr� j all. � WEB 9.5 X 0.134 9.5 X 0.25 8.0X0.3125 0 I.F.8.0X0.25 1 I co ao O v -i j x x � 4' \> N N N CD 00 M r t C-) saoxo' i a --4fTl j 0 0'-10 In o 0 (n ()I (n v CO I p o CI) R. co R m O r- CA �� N Z Z W gx—I N N m d ao 00 N m D x N N^ m (n t o p\ =o Co0 mr i 047 A X o 0 oio M ry cn N o ? w 0 o a CmC -I. x 2r� r NO N 1 0 � 0 W W Ul Z N (in ANO O O N X X L O 1 O N N 0 O r N 7- (f) Nrr (+ 00 (P (r,1 Z X < vTi o cn r CA 4- I o n O U) � o U) 20'-73 aA 19C) O Z O7 o co Z N o p TI -i N G'1 � D o 0 CST 1 � N r Om N A � I Z N m m m m M r v s 13 O i it s W (n � I! Z x o Nm o ow N (J1 N N CA O O Cn O x X o O N N O W (n N U m N 0 U 1 0 ate+ 18'-2j coSA w U I z Wm x (n o m x fq M� w M N (n N D m n j o 0'-10 i CA 0 ; 8.0 X 0.25 8.0 X 0.25 8.0 X 0.3125 IF 9.5 X 0.134 9.5 X 0.25 WEB 8.0 X 0.25 O.F. v �' C7 20'-0 EAVE HEIGHT X M J '��' G) 0 O X E. Q D D 6` C:m FTS ®� M M _ =� 4, M CO N Oo OD N 5 ;u = IT1 2 � r oo o moaaom3ov°s o .,� 0 0 c 5 m m v� m o- o n o (n m o o metallic UuilcJinc� comr�nY Revision Date Description By Ck'd 11t p.Q�" T [ o o a a7s�� o 2. so rn tD 2 o Z M 4 Q alis I �4 o• CD ° o o v'' o o a rt � 3 0 7301 FAUN • HOUSTON, TUAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 0 Q T� ii 'n W m CD � a s o (D a 0 �j ai c 10, ' N = m o n o f (�D , j. (c 2 oy Customer: Project Nome & Location: 3>t tY I CIi o 0 ;0 -o (D a `< ° v rt , o > > o. o m m (n o y = O SPANGLER STEEL STRUCTURES JIM BIANCHI N , �,. �,. s ort o m B moo., a I r 2445 VIRGINIATOWN RD 936 NELSON RD. j 4 D N m D CD ° o E. . s - m M o o m o O N a N LINCOLN, CA 95648-9606 LEE SPANGLER NELSON, CA 95958 C71 i p D = N o o° 3 3 _-0 " m C 0 m o N Rl \ Drawing Status: Preliminary ❑ (Not For Constnrction) ®For Construction Permit U X33 �`C� '> N 0-0.9. o a L For Approval ❑ ❑ For Erector Installation rn (Not For Construction) OY/PROJECTS\XDS—V5-09-00 FRAME = Eng/15—B-17124/ver01—Idgonzalez/Bldg—D/Drftg/x15L 12/ 1/15 13:35:40 OY/PROJECTS\XDS—V5-09-00 FB SET = Eng/15—B-17124/ver01—Idgonzalez/Bldg—D/DRFTG/x15L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. LZ m C5 — r 12 1" I 5,—ca5'-03 1'-4 1� 5,_0A 4! 31 4'-4A 0 x 6.0 X 0.25 0 11.5 X 0.134 24.0T011.5X0.156 6.0X0.25 6.0 X 0.3125 6 CF1H 12 5'-0j 5' 6.0 X 0.25 11.5 X 0.134 6.0 X n ;-a F84P FB4P FB4P NS OR FS NS OR FS F84P �,,u �4PNS OR FS NS OR FS . FR4P CROSS SECTION AT FRAME LINE "18" BLDG. 'D' 4'-44 h N 0 X 0 ai L=TO2 X01563125 LZ m APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1H 550 CF1H 618 BUTTE COUNTY (D.D BUILDING DIVISION CF1H Pi\fry DRMM15A ENMM11A I -n K�Orn C7 O7D z Z V) -< m A =c) yr <rnD Xor" O` rn o rn 11: s -� M x X X -n r,r m z pD0 C) N 0 0 0 r" Ln O ODrnDm XM N X Ln W Z oN p N x x cViN D mz X 0m STT A m 0 2 cCil I Of 0) Om ca-. 0" I /) p Z R z 00 o N mZ oz to rl �D p c -Z f*i M C% 01 D DN �D X X 1D OM M,-0 r -D D K: 0 cn o F Ln 0 M zm rn;o 0O m m X II i 0 ? D 7 rn rq rn �0� D cn Z I I 5.0X0.25 �s x x O.F. x rn m 9.5 X 0.134 9.5 X 0.185 si. o r WEB D a D C) I.F. 5.0X0.25 N o W w M16'-0 v N Ln W0 N Itv v M m O r- 1'-2 N z z F— m lb � 00 CO r N — — — — �o m m 41 o_ D :emI DM" CKW1 F n� 0 o r yv W D W 'X0, X -' M "' o w0 N W 4Z I W O N W N i � W O -r-I V) i 13'-10 CLEAR n D 0 - i In N 0 r zZ 91 0 0 919, Fri N N x x 00 - D I I 0 0 X X _ -0 O nw� Cn Ut W PPM x cNn cNn m z o < - D iM i i �ix 4Z W� n N Cn N M co 0 i N � D O_ I CKW1F m 0 w 41 — — — — — — — — 0 n N _ P v 00 Ali 5.0X0.25 x I.F. 9.5X0.134 9.5X0.185 WEB D w 5.0X0.25 cNn O.F. m 0 r �, •� D rT-1 fi A D 7:0 0 X Fn z m ®�M Z 9: m N W M N J 2 fTl --I (n EG r�, o o m o 3 3 0 �° � ter,—o oo� o a rt o � � 10 ; Revision Date metallic building com��nY Description By Ck'd o a a ssr o M ( 'C • P.O. BOX 40338 EMM A m cc Q ° m o o?_ o D a o 2 4 Q Q i 7301 FA MEW • HOUSTON, TEXAS DP 77041 (713) 466-7788 IJP 77240 CD t7 ✓ O '.� O oo � � marn� ;m3�ID ? o a = . c ? 0 o S 2 o Customer. • Project Name & Location: C-31 `"� � H'i o � M.-.- m � —0 o V � --4 � y SPANGLER STEEL STRUCTURES JIM BIANCHI 7s o ; ort ti o3 a I = 2445 VIRGINIATOWN RD 936 NELSON RD. Ln. s m °J m o cn LINCOLN, CA 95648-9606 NELSON, CA 95958 Ln i N. • m� C= N m� m rn G7 N D LEE SPANGLER ; N i l0 o ID -N O O o q 0-3 5 O N N r Drawing Status: Preliminary 9 ❑ For Construction Permit rn c o T o — �, P ( Not For Construction) u '> (D M a o rn m o ❑ For Approval For Erector Installation ❑ ��`4 Q ` y a � (Not For Construction) A 0 A m D Z z n yArn 0 rn rn rn N� ��m v x _ x SA Or <mx :D O X X X �Ar 0 0 0 0 p pm o>0 X X (J7t m N A Z V) I� I X mz om w00 as I (f) m m A c o N my oZ= I FT1 Z�E m m 00 z 0 co C 01 Z m0) =i Z) zD 0 O Fri Oz NA x x = m oD 0 0 vt vt r = fTlo D� ;v < x x �u Z 7 -0 m;;a m p m nx II I I 00 m 0 0K rri �> 0 m \_ D cn z I O W v sew atu � X X N ANt-• saN-. Q m N I- o D D n I N N M Ut Ul 0 m mN I� R, m O o z z F- O.F. 6.0 X 0.25 ,i & N \ 00 00 NA D WEB 11.5 X 0.134 11.5 X 0.185 .� m 2a COMM x I Wom I.F. 6.0X0.25 N o �W 20' o 0 0 Dt*1 co �o 1•_2 rn N N m A r A N co oN I CKW1 J D cn o 0 D v N m ( X O N O M m x� aiw CA D W N Ut co O -rl N 17'=6 CLEAR n 0 D (n -I (n O � M D � mn r O 0101 i Z ! fTl j O 91 O I A x x X X W 00 'm ?1 :_, -0 O �-' rry Z C' _ O W N 6 O N < Vt X Ut U7 01 I I r D o G7 r � o y fTi v A D UI N N M ut N � O D to CKW1J m A A 1+ m A P W 1. F. 6.0X0.25 X WEB 11.5 X 0.134 11.5 X 0.185 4;Z. D O.F. 6.0 X 0.25 W cnm 0 r C� -0 �U LD i z M 0 � x ® Y G= < m W M M V 3 ut a 2 fT1 0 2 £u %'J o o 3 o� 3 o m 3 0�° s o n �.. �C -• o o g ° m 2.5 � ` o ; o 5 building company Revision Date Description B Ck d '' a,,s Ra a a as��� o o ; 04 filmetallic - ° :E O 0,0..'0 A m m iO D� o m C 3 m o �- �• 7301 FAIR14EW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Ci 1J _0 m n w n -. d N fp 7 O' Io Z (�'i is . 8 ITI N C _. N N o 0 ,* ,l Customer. Project Name &Location: P N A v o.. 0 :3 m ° , m SPANGLER STEEL STRUCTURES JIM BIANCHI '� n cart M °-o c N 2 O I 2.,o a 3 m a ° m I m r 2445 VIRGINIATOWN RD �n 936 NELSON RD. ZZ: y p w v ° -• :3 , m v 0 LINCOLN, CA 95648-9606 NELSON, CA 95958 Pt1 > N. " m C-� " o o v N N LEE SPANGLER rt n 3° v- \ s o 5 o ° N Drawing Status: Preliminary ❑ Not For Construction) ®For Construction Permit CD ° N a a ° 01 W o \ �33N� ° m v, For Approval El(Nof For Constructlonl ❑ For Erector Installation CONNECTION 1B, 11 OR 1P CONNECTION 38, 31 OR 3P CONNECTION 4B, 41 OR 4P CONNECTION CODES TOP AND BOTTOM BOLT PA1 CONNECTION 1F CONNECTION 2F _CONNECTION 3F CONNECTION 4X CONNECTION 1E CONNECTION 2E CONNECTION 3E CONNECTION 4F — CONNECTION 4E 4E 2E E CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION BOTTOM CONNECTION CODE BOTTOM QUANTITY OF BOLT ROWS CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION TOP CONNECTION CODE TOP QUANTITY OF BOLT ROWS CONNECTION CODE FORMAT CONNECTION CODE DESCRIPTION B = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE RAFTER TOTAL DEPTH. E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH ONE SET OUTSIDE THE TOP OR BOTTOM FLANGE AND THE REMAINING SETS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE. F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE PROJECTS 1/2" BEYOND THE TOP OR BOTTOM FLANGE. I = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP OR BOTTOM FLANGE. P = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE RAFTER TOTAL DEPTH. 4X = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH TWO SETS EACH SIDE OF THE TOP OR BOTTOM FLANGE WITH A GUSSET PLATE OUTSIDE THE TOP AND BOTTOM FLANGE OR COLUMN CAP PLATE. D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code__ Splice Bolts_ _ - (See BSMAX in Table) Bottom Connection Code - STANDARD CONNECTION DESIGNATION (CODE 4E/'2E SHOWN) :D(S) D (BOLT DIAMETER) HD (HOLE DIAMETER) _Top Connectir,n Code - Splice Bolt Spacing See BSMAX 3MIN ind Splice Bolts - 3MAX (See BSMAX in Table) I Bottom Connection Code- -_D(S) ode- =D(S) or EEDK Frame Documentation A325 Connection Bolt Details gage 05-12-10 M. JR., Sep'141 03 , all, B 4E/?EH Connection Code (See "Connection Code Format" on this drawing) Connection Location CROSS SECTION CONNECTION CODE KEY (AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS) Top Connection Code < EED(S) PF TT YT PF S - Splice Bolts < S See BSMAX in Table Splice Bolt Spacing See BSMAX BSMIN and BSMAX Bottom Connection Code- Splice ode< PF TB PF HEAVY CONNECTION DESIGNATION (CODE 4EH/2EH SHOWN) GRIP PLATE THICKNESS COLUMN RAIFTER WASHER (IF REQUIRED) l� PF (REQ'D SPACES) S BFCD BOLTS MAY BE FIELD INSTALLED IN EITHER DIRECTION CONNECTION PLATE LEINGTH IS EQUAL TO OR' GREATER THAN HALF THIE RAFTER WEB DEPTH CONNECTION B & P (Low Side Shown, High Side Similar) BOLT EDGE DISTANCE BOLT COLUMN OR _NWT RAFTER FLANGE YB Flange Brace Materia! NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS PF TT PF PF TB PF D DIAMETER OF THE BOLT 1/2" 3/4" 7/8" 1" 1 1/4" 1 1/2" L 2" x HD BOLT HOLE DIAMETER 9/16" 13/16" 15/16" 1 1/16" 1 5/16" 1 9/16" FB7_ L 2J" x BOLT GAUGE 2 1/2" 3" 4" 3 1/2" 4" 5 1/2" G MAX. WEB THICKNESS (Max." Fillet Weld) WITHOUT WASHER 1" 1 1/8" 1 7/8" 1 1/4" 1 3/8" 2 1/8 - MAX, WCE3 THICKNESS (Max. Fillet Weld) WITH WASHER 3/4" 7/8" 1 5/8" 7/8" 7/8" 1 7/8" HG HEAVY CONN. BOLT GAUGE N/A 2 1/4" 2 5/8" 3" 3 3/4" 4" S NORMAL BOLT SPACING 2 1/2" 3" 3 1/4" 3 1/2" 4" 4 1/2" BSMIN MINIMUM SPACING BETWEEN TOP & BOTTOM SETS OF BOLTS 1 1/2" 1 2 1/4" 2 5/8" 1 3" 1 3 3/4" 4" F— Q BSMAX MAXIMUM BOLT SPACING BE'.TWEEN TOP AND BOTTOM SETS OF BOLTS ON CONNECTION PLATES LESS THAN OR EQUAL TO 3/4" 1fHICK 2'-0" 2'-0" 2'-0" 2'-0" 1 2'-0" 2'-0" 1/2 BSMAX (+") WHEN BSMAX = 2'-0J" TO 4'-0 SPLICE BOLT SPACING 1/3 BSMAAX (tJ") WHEN BSMAX = 4'-0j" TO 6'-0 (NOT TO EXCEED 2'-0) L 1/4 BSMAX (fib") WHEN BSMAX = 6'—Ofo TO 8'-0 I— _J BFCD MINIMUM BOLT—TO—FLANGE CLEARANCE AT OUT OF NUT SEE BOLT AT FLANGE DETAIIL 1 1/2" 1 3/4" 1 7/8" 2 1/4" 2 1/2" 2 3/4- O M PF MINIMUM BOLT—TO—FLANGE CLEARANCE AT CONNECTION PLATE SEE BOLT AT FLANGE DETAIIL (BFCD + RNWT) PF INSIDE OF FLANGE IS INCREASED BASED ON THE YT & YB VALUE. PF FOR CONNECTION B, F, I AND P ARE THE SAME AS USED ON CONNECTION E z 0 O NWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL. NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER AND .15625" WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED. RNWT RISE ON NUT AND WASHER THICKNESS C) LLJ z TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST FLANGE THICKNESS EITHER SIDE OF THE CONNECTION. TB THICKNESS BOTTOM FLANGE, z YT BOLT SPACING TOP (ROUND UP TO NEXT 1/2", MIN = S) 3" + TT 3 1/2" + TT 3 3/4" + TT 4 1/2" + TT 5" + TT 5 1/2" + TT O YB BOLT SPACING BOTTOM (ROTUND UP TO NEXT 1/2", MIN = S) or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped U EED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4" 1 1/4" 1 1/2" 1 3/4" 2 1/4" 2 5/8" EED(R) MINIMUM ROLLED END EDGE DIMENSIOPJ 3/4" 1" 1 1/8" 1 1/4" 1 5/8" 2 1/4" EEDK END EDGE DIMENSION AT Kl`NEE CONNECTION 1 3/8" 1 3/8" 1 5/8" 1 7/8" 2 3/8" �2 3/4" BCWM MINIMUM BOLT CLEARANCE ]FROM A FLANGE OR WEB WELD WITHOUT WASHER 7/16" 5/8" 3/4" 13/16" 1" 1 3/8" IWITH HARDENED WASHER 9/16" 3/4" 7/8" 1" 1 1/4" 1 1/2" WCSM ti;INIMUM WIDTH OF CONNECTION PLATE (Standard Connection) 5" 6" 8" 8" 10" 12" WCHM MINIMUM WIDTH OF CONNECTION PLATE (Heavy Connection) N/A 10" 12" 12" 16" 18" TCMIN MINIMUM THICKNESS OF COI`gNECTION PLATE 1/4" 3/8" 7/16" 1 1/2" 5/8" 1" D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code__ Splice Bolts_ _ - (See BSMAX in Table) Bottom Connection Code - STANDARD CONNECTION DESIGNATION (CODE 4E/'2E SHOWN) :D(S) D (BOLT DIAMETER) HD (HOLE DIAMETER) _Top Connectir,n Code - Splice Bolt Spacing See BSMAX 3MIN ind Splice Bolts - 3MAX (See BSMAX in Table) I Bottom Connection Code- -_D(S) ode- =D(S) or EEDK Frame Documentation A325 Connection Bolt Details gage 05-12-10 M. JR., Sep'141 03 , all, B 4E/?EH Connection Code (See "Connection Code Format" on this drawing) Connection Location CROSS SECTION CONNECTION CODE KEY (AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS) Top Connection Code < EED(S) PF TT YT PF S - Splice Bolts < S See BSMAX in Table Splice Bolt Spacing See BSMAX BSMIN and BSMAX Bottom Connection Code- Splice ode< PF TB PF HEAVY CONNECTION DESIGNATION (CODE 4EH/2EH SHOWN) GRIP PLATE THICKNESS COLUMN RAIFTER WASHER (IF REQUIRED) l� PF (REQ'D SPACES) S BFCD BOLTS MAY BE FIELD INSTALLED IN EITHER DIRECTION CONNECTION PLATE LEINGTH IS EQUAL TO OR' GREATER THAN HALF THIE RAFTER WEB DEPTH CONNECTION B & P (Low Side Shown, High Side Similar) BOLT EDGE DISTANCE BOLT COLUMN OR _NWT RAFTER FLANGE YB Flange Brace Materia! Schedule Part Mark Material PF TT PF PF TB PF FB4_ L 2" x 2" x 14 Go. F85_ L 2" x 2" x 14 Go. FB6_ L2"x2"xAll FB7_ L 2J" x 2J" x" urnlo\ Gusset Plate (At Rafter Outer Flange shown) G ED(R D (BOLT DIAMETER) HD (HOLE DIAMETER) =ED(S) 3 (T 3 -- Splice Bolt Spacing See BSMAX BSMIN and BSMAX 3 fB S EED(S) or EEDK EED(S) or EEDK Gusset Plate (At Rafter Inner Flange shown) 4X CONI4ECTION DESIGNATION `CONNECTION PLATE (iCODE 4X/4X SHOWN ) WASHER (IF REQUIRED) NUT BFCD IPF 2NWT I NNT BOLTS MAY BE FIELD INSTALLED IN BFCD EITHER DIRECTION BOLT AT FLANGE DETAIL (Top Flange Shown, Bottom Flange Similar) BUTTE COUNTY BUILDING DIVISIC'N ® 0- C C c C � b peh N V F 0 V ® m Fl O U d v m v o c J 0 U W C F 'yi 60 a, W rn z ® ❑ - Fns UZU mzo •) rn to _J F�rnz c c v Q �0� a� �2 ~ 1 ❑ ❑ v mz¢o o N of E 05?N zv>0 a�z� ° U v1 N J O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. LDG Job Number: 15—B-17124-1 Sheet Number: E30 of 30 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMM11A CII No. 0050732 PF TT PF PF TB PF =ED(S) 3 (T 3 -- Splice Bolt Spacing See BSMAX BSMIN and BSMAX 3 fB S EED(S) or EEDK EED(S) or EEDK Gusset Plate (At Rafter Inner Flange shown) 4X CONI4ECTION DESIGNATION `CONNECTION PLATE (iCODE 4X/4X SHOWN ) WASHER (IF REQUIRED) NUT BFCD IPF 2NWT I NNT BOLTS MAY BE FIELD INSTALLED IN BFCD EITHER DIRECTION BOLT AT FLANGE DETAIL (Top Flange Shown, Bottom Flange Similar) BUTTE COUNTY BUILDING DIVISIC'N ® 0- C C c C � b peh N V F 0 V ® m Fl O U d v m v o c J 0 U W C F 'yi 60 a, W rn z ® ❑ - Fns UZU mzo •) rn to _J F�rnz c c v Q �0� a� �2 ~ 1 ❑ ❑ v mz¢o o N of E 05?N zv>0 a�z� ° U v1 N J O Scale: NOT TO SCALE Drawn by. EMH 12/14/15 Checked by. TJD 12/14/15 Project Engineer. LDG Job Number: 15—B-17124-1 Sheet Number: E30 of 30 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMM11A CII No. 0050732 TO CHICO 0 0 r Q 71 z D .. VICINITY MAP TO SACRAMENTO NOT TO SCALE ABBREVIATIONS AB AGGREGATE BASE INV INVERT AC ASPHALT CONCRETE L LENGTH BC BEGIN HORIZONTAL MH MANHOLE CURVE MISC MISCELLANEOUS BCR BEGIN CURB RETURN NO NUMBER BOC BACK OF CURB NTS NOT TO SCALE BOW BACK OF WALK OG ORIGINAL GROUND BM BENCH MARK PC POINT OF CURVATURE BTM BOTTOM PI POINT OF INTERSECTION BVC BEGIN VERTICAL CURVE PCC POINT OF COMPOUND CL CENTERLINE CURVE CMP CORRUGATED METAL PIPE POC POINT ON HORIZONTAL CO COUNTY CURVE CONC CONCRETE POT POINT ON TANGENT DBL DOUBLE POVC POINT ON VERTICAL DI DRAINAGE INLET CURVE DWY DRIVEWAY PRC POINT OF REVERSE (E) EXISTING CURVE EC END HORIZONTAL CURVE P/L PROPERTY LINE ECR END CURB RETURN PUE PUBLIC UTILITY EASEMENT EG EXISTING GRADE R RADIUS ELEV ELEVATION R/W RIGHT—OF—WAY EP EDGE OF PAVEMENT SSMH SANITARY SEWER ES EDGE OF SHOULDER MANHOLE ETW EDGE OF TRAVEL WAY STA STATION EVC END VERTICAL CURVE STD STANDARD FF FINISHED FLOOR TBR TO BE REMOVED FG FINISHED GRADE TC TOP OF CURB FL FLOW LINE TG TOP OF GRATE FS FINISHED SURFACE TYP TYPICAL GA GAGE VC VERTICAL CURVE HI PT HIGH POINT VERT VERTICAL HORIZ HORIZONTAL W/ WITH W/o WITHOUT Im 11 2 W(1121111 [(I - APN: 038-210-009 SYMBOLS ASPALT CONCRETE (AC) CONCRETE sn:'=,T::'•,:.' :i <:, AGGREGATE BASE (AB) ORIGINAL GROUND RIGHT OF WAY FOUND PROPERTY CORNER PROPERTY LINE BENCHMARK CENTERLINE OF R/W - - — - - - — - - ROADSIDE SIGN - r EDGE OF PAVEMENT s BUILDING EXISTING EP --------------------------- TREE 0 FENCE LINE x • x "--- DITCH FLOW LINE FIRE HYDRANT EXISTING PROPOSED WATER VALVE 719..00 719.00 CONTOUR LINES 720.0(0— ?A*- MANHOLE —®-- >_ 721.00 — 72, .00 — CULVERT PIPE _ _ _ _ _ _ C = MLIN WATER METER KC , PUE ELECTRIC LINE UTILITY POLE -O GAS - - - -•- - - -°- - - - UTILITY GUY POLE o- JOINT TRENCH AREA DRAIN OVERHEAD LINE U.S. POSTAL BOX rM STORM DRAIN SPOT ELEVATION 720.00 SANITARY SEWERFG TELEPHONE LINE SLOPE DIRECTION DOWNWARD GRADE S=1.99% TELEVISION WATER .b --- -•----•---- FOR ]BIANCHI F A,RM,S 936 N .&- 14 SON ROADI I: 038-210-010 Flood Zone; F.I.R.K. Q-4 0 26 0 SITE PLAN JA,/ALL: I — / U 0 �a APN: 038-210-028 SHEET INDEX: T-1 SITE PLAN S-2 GENERAL NOTES S-3 FOUNDATION PLAN & FOOTING SCHEDULE S-4 CONCRETE DETAILS BUILDING CODE DATA: JURISDICTION DATA COUNTY: BUTTE APN: 038-210-010-000 ADDRESS: 936 NELSON ROAD ZONING: AG -80 CDF SRA: NO FLOOD ZONE: ZONE X (UNSHADED) OCCUPANCY GROUP GROUP f - (LOW—HAZARD STORAGE, SECTION 311.2) PROPOSED AREAS AND DESCRIPTION AGRICULTURE USE 57,867 SQ—FT CBC CONSTRUCTION TYPE II—B ALLOWABLE AREAS UNLIMITED BUILDING HEIGHT 1 STORY: 29' TALL CBC SECTION 1704 SPECIAL INSPECTION REQUIRED See attached Special Inspection Note Sfr 5/faET"'�2 Future occupancy changes will be required to meet the regulations required at the time of permit application for a new occupancy change or tenant improvement SEPARATE PERMIT REQUIRED FOR THE INSTALLATION OF ELECTRICAL EQUIPMENT AND OR ELECRICAL COMPONENTS , V irir-I1-Z- PERMIT # 6 6 o ozf, BUTTE COUNTY DEVEL0P17,fE-NT SE9VlCES VI L .Vr-D FOR CODE DA -CE E i 8 ZnI6 BY.�W SG FILE COPY BUTTE COUNTY JAN 13 2016 DEVELOPMENT SERVICES S2 2 EXGINEERIXG, INC. 19032 Lahafah Way 1Thone (530) 347-5168 Cottonwood, CA 96022 'Fax(530) 347-0577 sdnefson@shasta.com REVISIONS 1 NO. DATE BY 1 BUTTE COUNTY PROJECT DESCRIPTION: BIANCHI AG BUILDING #2 936 NELSON ROADI DURHAM, CA H°N' 038-210-010-0001 BIANCHI FARMS PO BOX 1216 DURHAM, CA 95938 DRAWING STATUS: FOR APPROVED SHEET DESCRIPTION: SITE PLAN SATE: JANUARY 13, 2015 DESIGN/DRAWN: SDN/DJK D00FESSION9( C- o_ - 5 o EXP. 9-30-17 J'J. CIV1� �P 9TF of CA`\F��� r f13�1� SHEET NO.: SP -1 1 of 4 PLOT STAMP: /Base.dwg Wed, Jan 13, 16 11:26 AM GENERAL 1. VERIFY ALL DIMENSIONS, CONDITIONS, AND DISCREPANCIES AT THE JOB SITE PRIOR TO STARTING CONSTRUCTION. 2. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2013 EDITION OF THE CALIFORNIA BUILDING CODE, CALIFORNIA PLUMBING, MECHANICAL & ELECTRICAL CODE PER CURRENT JURISDICTION REQUIREMENTS.. 3, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS AT THE JOB SITE PRIOR TO STARTING CONSTRUCTION. ANY DISCREPANCIES OR INCONSISTENCIES FOUND SHALL BE BROUGHT TO THE ENGINEER'S ATTENTION BEFORE WORK PROCEEDS. 4. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE UNLESS OTHERWISE INDICATED. THEY DO NOT SPECIFY METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL TAKE ALL NECESSARY STEPS AND PRECAUTIONS TO MAINTAIN THE STABILITY OF THE STRUCTURE AND PROTECT WORKMEN AND OTHER PERSONS DURING CONSTRUCTION. SPECIFIC ITEMS TO BE CONSIDERED SHALL INCLUDE, BUT NOT BE LIMITED TO, THE ADEQUACY OF ALL FORMS, SCAFFOLDING, AND SHORING FOR CONSTRUCTION EQUIPMENT, SHORING OF RETAINING WALLS ,AND TEMPORARY LATERAL BRACING OF THE STRUCTURE. 5. OPENINGS, POCKETS, SUBSTANTIAL EMBEDDED ITEMS, ETC. SHALL NOT BE PLACED IN SLABS, BEAMS, OR OTHER STRUCTURAL MEMBERS UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL. DRAWINGS. 6. ASTI`A SPECIFICATIONS AND CBC STANDARDS REFERENCED IN THESES DRAWINGS SHALL BE OF THE LATEST EDITION. 7. IF CERTAIN MINOR DETAILS OF CONSTRUCTION ARE NOT FULLY DESCRIBED ON THE DRAWINGS OR CALLED, FOR IN NOTES OR SPECIFICATIONS THEIR CONSTRUCTION SHALL RESEMBLE SIMILAR CONDITIONS THAT ARE FULLY SHOWN AND SHALL BE REVIEWED BY THE ENGINEER. 8. GENERAL DESIGN DATA: 8.1. ROOF LIVE LOAD:20 PSF 8.2. WILD:110 MPH 8.3. SEISMIC SEISMIC DESIGN CATEGORY: D SITE CLASS: D SDS: 0.531 g SD 1: 0.334g 8.4. SITE LOCATION: NELSON, CA SPECIAL INSPECTION 1. A QUALIFIED PERSON WHO IS ACCEPTABLE TO THE ENGINEER AND BUILDING DEPARTMENT SHALL PROVIDE: SPECIAL INSPECTION, PER SECTION 1703 OF THE CBC FOR THE SPECIAL INSPECTION REQUIREMENTS INDICATED BELOW. THE SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED FIRM UNDER CONTRACT WITH THE OWNER. DISCREPANCIES OR SIGNIFICANT DEVIATIONS FROM THE APPROVED PLANS WILL BE: BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF UNCORRECTED, THESE ITEMS WILL BE REPORTED IN WRITING TO THE DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL WITHIN 24 HOURS. ROUTINE REPORTS, DETAILING SATISFACTORY WORK, WILL BE PREPARED AND SUBMITTED TO THE BUILDING OFFICIAL WITHIN FIVE WORK DAYS. 1.1 IN ADDITION TO THE INSPECTIONS REQUIRED BY THE SECTION 108 OF THE CBC, THE OWNER SHALL EMPLOY A SPECIAL INSPECTOR DURING CONSTRUCTION ON THE TYPES OF WORK INDICATED BELOW. ALL SPECIAL INSPECTION SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 1704 OF THE CBC. 1.2 TESTING LABORATORY/SPECIAL INSPECTOR DUTIES 1) PROVIDE QUALIFIED PERSONNEL AFTER DUE NOTICE FROM OWNER, ARCHITECT AND/OR THE CONTRACTOR. 2) PERFORM INSPECTION AS FOLLOWS: A) PERFORM SPECIFIED REVIEW, INSPECTION, SAMPLING AND TESTING OF MATERIALS AS INDICATED BELOW B) VERIFY CONFORMANCES OF ALL SPECIAL INSPECTED WORK WITH THE APPROVED PLANS. CVERIFY THAT THE WORK COMPLIES WITH SPECIFIED STANDARDS D) ASCERTAIN COMPLIANCE OF MATERIALS WITH REQUIREMENTS OF THE APPROVED PLANS. 3) PROMPTLY NOTIFY ARCHITECT, STRUCTURAL_ ENGINEER AND CONTRACTOR OF OBSERVED IRREGULARITIES OR DEFICIENCIES WITHIN ON WORKING DAY. IF IRREGULARITIES OR DEFICIENCIES ARE UNCORRECTED, 'THE SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER AND THE GOVERNING AGENCY. 4) PROMPTLY SUBMIT WRITTEN REPORT OF EACH TEST AND INSPECTION WITH A COPY OF EACH LEFT ON SITE FOR THE GOVERNING AGENCY. EACH REPORT SHALL CONTAIN: 41) DATE ISSUED 4 2 PROJECT TITLE AND/OR NUMBER' 4 3 TESTING LABORATORY NAME, ADDRESS AND TELEPHONE NUMBER 4 4 NAME AND SIGNATURE OF LABORATORY TECHNICIAN OR INSPECTOR 4 5 DATE AND TIME OF SAMPLING, TEST OR INSPECTION 46 TYPE OF INSPECTION OR TEST 4 7 LOCATION OF SAMPLE OR TEST IN THE PROJECT 48 TEST RESULTS. REPORT SHALL INDICATE COMPLIANCE OR NON COMPLIANCE WITH APIPROVED DETAILS AND PLANS 5) IN ADDITION TO THE ABOVE REQUIRED REPORTS, THE: SPECIAL INSPECTOR OR AGENCY SHALL SUBMIT A FINAL_ SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL_ INSPECTION WAS, TO THE 13EST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND THE APPLICABLE PROVISIONS OF, THE CBC. 1.3 SCOPE OF SPECIAL INSPECTION WORK 1) REBAR PLACEMENT 2) CONCRETE STRENGTH OF 3,000 PSI FOR THE SLAB A14D ALL FOOTINGS: CONTINUOUS SAMPLING AND PLACEMENT 3) SHOP WELDING: THE SPECIAL INSPECTIONS FOR SHOP LISTED BELOW ARE NOT REQUIRED IF THE FABRICATOR MEETS ALL REQUIREMENTS OF CBC 1704.2.2 FOR APPROVED FABRICATORS. OTHERWISE THE INSPECTIONS SHALL BE AS FOLLOWS: SINGLE: PASS FILLET WELDS ARE TO BE INSPECTED AFTER FIT -UIP AND AFTER COMPLETION OF WELDING IN ACCORDANCE: WITH ANSI/AWS D.1.1-10. FULL PENETRATION WELDS ARE TO BE INSPECTED CONTINUOUSLY DURING WELDING IN ACCORDANCE WITH AWS D.1.1-10. 4) FIELD WELDING: SINGLE -PASS FILLET WELDS ARE TO BE INSPECTED AFTER FIT -UP AND AFTER COMPLETION OF WELDING IN ACCORDANCE WITH ANSLAWS D.1.1-110, PUBLISHED BY THE AMERICAN WELDING SOCIETY. MULTIPLE PASS FILLET WIELDS ARE TO BE INSPECTED AFTER FIT -UP , BETWEEN SUBSOLIE:NT WELD PASSES AND AFTER COMPLETION OF WELDING IN ACCORDANCE WITH AWS D.1.1-10. FULL PENETRATION WELDS ARE TO BE INSPECTED CONTINUOUSLY DURING WELDING IN ACCORDANCE WITH AWS D.1.1-10. 5) s-- t L-57 FOUNDATION 1. FOUNDATION DESIGN BASED ON THE GEOTECHNICAL REPORT BY APPLIED TESTING CONSULTANTS DATED NOVEMBER 6, 2016. APPLIED TESTING CONSULTANTS - 530-891-6625 3060 THORNTREE: DR., SUITE #10, CHICO, CA 95973 2. THE FOUNDATION DESIGN HAS BEEN BASED UPON AN ALLOWABLE SOIL BEARING CAPACITY OF 2,000 P.S.F FOR GRAVITY LOADS AND 3,000 P.S.F FOR LOAD CASES INCLUDING WIND AND SEISMIC LOADS, AS SPECIFIED IN THE GEOTECHNICAL REPORT. 3. THE FOOTINGS SHALL BE FOUNDED IN PROPERLY COMPACTED FILL AS SPECIFIED IN GEOTECHNICAL REPORT. 4. THE CONTRACTOR SHALL. PROVIDED FOR ALL EXCAVATION, FILLINGS, AND GRADING IN ACCORDANCE WITH THE DRAWINGS. DISTRIBUTE ALL EXCAVATED MATERIALS ON THE SITE AS INDICATED ON THE GRADING PLANT. ALL FILL WITHIN THE BUILDING SITE SHALL ACHIEVE 90% COMPACTION AS RECOMMENDED IN THE GEOTECHNICAL REPORT. ALL GRADES SHOWN ARE APPROXIMATE AND SITE CONDITIONS WILL GOVERN THE FINAL GRADES. ALL PORTIONS OF THE LOT ABOUT THE BUILDINGS SHALL BE PROPEIRLY GRADED TO CARRY WATER AWAY FROM THE BUILDING AT J" IN 12" MINIMUM SLOPE. CONCRETE 1. PORTLAND CEMENT SHALL CONFROM TO ASTM C 150, TYPE II OR II -LOW ALKALI. AGGREGATE FOR STONE CONCRETE SHALL CONFROM TO ASTM C 33, AND GRADE A PER THE UNIFORM BUILDING CODE, MAXIMUM AGGREGATE SIZE FOR FOOTINGS, SLABS ON GRADE AND MASS CONCRETE SHALL_ NOT EXEED 1-1/2". MAXIMUM AGGREGATE SIZE FOR All OTHER CONCRETE SHALL NOT EXCEED J". 2. A RECONIZED TESTING LABORATORY SHALL DESIGN CONCRETE MIXES AND COPIES OF MIX DESIGNS SHALL BE SENT TO THE ENGINEER. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND ENGINEER. ALL CONCRETE MIXES SHALL INCLUDE A POLYMER BASED WATER REDUCING ADMIXTURE (WRA). 3. FLY ASH SHALL CONFROM TO ASTM C 618, CLASS F. FLY ASH SHALL BE: 15% OF CEMENT BY WEIGHT, AND SHALL NOT EXPERIENCE A LOSS ON IGNITION OF GREATER THAN 2%. 4. SHRINKAGE AT 28 DAYS SHALL NOT EXCEED 10.055% FOR DRY CURING AS DETERMINED, BY ASTM C 157. 5. REINFORCING BARS, ANCHOR BOLTS, AND CONCRETE INSERTS SHALL BE PROPERLY LOCATED AND SECURELY FASTENED IN POSITION PRIOR TO PLACING CONCRETE. 6. MAXIMUM CONCRETE SLUMP SHALL NOT EXCEED 3"+/- 1"' FOR FOOTINGS, MASS CONCRETE, AND SLABS ON GRADE AND 4" +/- 1" FOR OTHER CONCRETE. 7. MINIMUM ULTIMATE COMPRESSIVE STRENGTH SHALL BE 3,000 FSI FOR THE SLAB ON GRADE, FOOTTINGS, AND OTHER MASS CONCRETE (MINIMUM 5 SACKS OF CEMENT' PER CUBIC YARD). MAXIMUM W/C RATIO SHALL NOT EXCEED 0.50. 8. PROJECTING CORNERS OF ALL CONCRETE MEMBERS SHALL BE FORMED WITH 4" CHAMFER UNLESS OTHERWISE NOTED. 9. ALL CONCRETE JOINTS SHALL. BE ROUGHENED TO4" +/- AMPLITUDE UNLESS OTHERWISE NOTED, 10. THE OUTSIDE DIAMETER (OD) OF CONDUIT OF PIPE PLACED IN THE PLANE OF A SLAEJ SHALT_ NOT EXCEED 30% OF SLAB THICKNESS UNLESS SPECIFICALLY DETAILED OTHERWISE AND SHALLBE LOCATED IN MIDDLE j OF SLAB. CLEAR SPACING BETWEEN ADJACENT CONDUITS OR PIPES SHALL. BE TWICE THE LARGER OD MINIMUM, UNLESS OTHERVIISE NOTED ON PLANS. 11. SURFACES OF JOINTS REFEREED TO AS "COLD JOINTS", SHALL BE TROWLE:D OR OTHERWISE FINISHED SMOOTH WITH 2 LAYERS OF BUILDING PAPER BETWEEN SURFACES. ALL OTHER CONCRETE JOINTS SHALL BE ROUGHENED TO J"+/- AMPLITUDE UNLESS OTHERWISE NOTED. REINFORCING STEEL 1. REINFORCING STEEL SHALL CONFORM TO A-615 GRADE 60 IN MASONRY, AND A 615 GRADE 60 IN ALL OTHER CONCRETE, UNLESS NOTED OTHERWISE ON THE PLANS. REINFORCING STEEL THAT IS TO BE WELDED SHALL CONFORM TO ASTM A706. GRADE 60 REBAR SHALL BE WELDED PER THE AMERICAN WELDING SOCIETY STRUCTURAL. WELDING CODE. 2. CLEAR COVERAGE OF CONCRETE OVER OUTER [REINFORCING BARS SHALL BE AS FOLLOWS: 2.1. CONCRETE CAST AGAINST AND EXPOSED TO EARTH: 3" 2.2. STRUCTURAL SLABS, TOP AND BOTTOM: i" 2.3. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2.3.1. #6 BAR OR LARGER: 2" 2.3.2. #5 BAR OR SMALLER: 1--1/2" 2.4 FORMED CONCRETE NOT MENTIONED ABOVE:" 3. WIRE MESH SHALL. FONFROM TO ASTM A 185, AND SHALL. BE LAPPED 1 SPACES (12" MIN). 4. ALL REINFORCING BAR BENDS SHALL ME MADE COLD 5. REINFORCING BARS SHALL BE SPLICED AS SHOWN ON DRAWINGS. ANIY ADDITIONAL SPLICING SHALL REQUIRE REVIEW FROM THE: ENGINIEER. 7. THE CONTRACTOR SHALL. NOT PLACE ANY REINFORCING UNTIL SHOP DRAWINGS REVIEWED BY THE ENGINEER ARE RECEIVED ON THE JOB. SHOP DRAWINGS SHALL CONTAIN ALL THE INFORMATION REQUIRED TO POSITION ALL REINFORCING STEEL ON THE JOB WITHOUT HAVING TO REFER TO THE STRUCTURAL DRAWINGS. it, PERMIT # 67U- ( CQUN!TY DEVELO°P;IiVT ERVICES REVIIEkNED FOR CODE�rr�i DA_ E 2 g�ylC BYC/� � ..M 2 2 1INGI5VzEEWIjY G, 17(C. 190132 Lahalah Vay (jahone (530) 347-516E Cottonwood, CA 96022 TFa.y,, (53Q) 347-057 sdne,(son@shasta.cotn RE_VISIMS NIO. DATE BY BUTTE COUNTY PROJECT DESCRIPTION: BIANCHI AG BUILDINGj- #2 FOR 9 136 N ELc-:;ON ROAD DURHAM, CA APN: 0�110 10-01+0--®00010 BIANCHI F -ARMS F-_'0 BOX 1216 DURHAM, CA 959-38 DRAWING STATUS: FOR APPRC►VEI] SHEET DESCRIPTION: C -EI_ E'RAL NOTES DATE: JANUARY 5, 2015 DESIGN/DRAWN: SDN/I)JK /� pRp 7/0,,,2,l ��F� ��`Q SEN 0. NF�s\\ r a� C) C 35182 p \ EXP. 9-30-17 , ----------: tt51-L --- SHEET NO.: S-2 2 OF 4 - PLOT STAMP: /Base.dwg TUE!, Jan 05, 16 03:06 PM S F F 4 5 6 (7, 8 9 10 11 300'-0" (12 13 14 15 16 24'-8" 25-0" 25'-0" 25'-0" 01 --25'-0" - - 25'--0" 25'-0" -- --- 25-0" -- 25'-0" - ---25-0" - --- 25'-0" --- -24'-8" SEE 4"O 34" LONG DETAIL E3, SHT S--3 H3 PERP. 'TO SLAB O BMUD'ION -ELAJ�[ SCUM# 1/101" = i'--011' LANDINGS AT DOORS SHALL COMPLY WITH 2013 CBC SECTIONS 1008.1.5, 100)9.1.6, 1009.8 & 1010.7 or for Dwellings,20113ORCSECTIONS 311.3 & 311.7.6 #4 BAR TOP REINF. CONTINUOUS #3 BARS (2) BETWEEN FOOTINGS (-f'YP. FOR PORTAL FRAME FOOTINGS). TIE TO HARIPINS . 8, SHT S-3 FOR .YOUT (TYP. FOR PORTAL )TINGS) S ;#4 BAR TOP REINF. OSS :D IN :" (Sc NS. ipancy changes will be required to gulations required at the time of ration for a new occupancy :Want improvement FTNG. SIZE ANCHOR BOLT HAIRPIN 5'-0"SQX34"DP TOP & BOTTOM W/ 5-#4'S EACH WAY SEE 4"O 34" LONG DETAIL E3, SHT S--3 H3 PERP. 'TO SLAB O 5'-0"SQX24"DP TOP Sc BOTTOM W/ 6-jV5'S EACH WAY SEE 4"o 24" LONG DETAIL 6, SHT S-3 H3 PERP. TO SLAB 5'-0"SQX24"DP TOP & BOTTOM W/ 6-#5'S EACH WAY SEE 4" O 24" LONG DETAIL 6, SHT S--3 F�3 PERP. TO SLAB (p� 4 -0 SQX--50 DP TOP & BOTTOM W/ 5-jV4'S EACH WAY SEE O 30 LONG DETAIL 6, SHT S-3 H3 PERP. TO ' SLAB 6'-0"SQX40"DP W/ 11-#5'S 4"O 40" LONG H3 PERP, TO SLAB O TOP & BOTTOM EACH WAY SEE DETAIL 6, SHT S-3 H5 PARA. TO SLAB U6'-0"SQX32"DP F W/ 11-#5'S 4"0 32" LONG NONE -- TOP & BOTTOM EACH WAY SEE DETAIL E3, SHT S--3 (D 4'-0"SQX30"DP W,/ 5-#4'S 4"O 30" LONG NONE TOP & BOTTOM EACH WAY SEE DETAIL 6, SHT S-3 O 4'-0"SQX30"DP W/ 5-#4'S 4"0 30" LONG NONE TOP & BOTTOM EACH WAY SEE DETAIL 6, SHT S-3 O5'-0"SQX36"DP M W/ 6-#5'S 4"O 36" LONG H4 PERP. TO SLAB TOP Sc BOTTOM EACH WAY SEE DETAIL 6, SHT S-3 SEE: DETAIL 8 O 5'-0"SQX36"DP W/ 6-#5'S 4"O 36" LONG H4 PERP. TO SLAB TOP & BOTTOM EACH WAY SEE DETAIL 6, SHT S--3 SEE DETAIL CP)5'-0"SQX44"DP W/ 6-#5'S 4" O 40" LONG H-4 PERP. TO SLAB TOP Sc BOTTOM EACH WAY SEE DETAIL 6, SHT S-3 SEE. DETAIL 8 5'-0"SQX44"DP W/ 6-#5'S 4"O 40" LONG H4 PERP. TO SLAB TOP & BOTTOM EACH WAY SEE DETAIL 6, SHT S--3 SEE: DETAIL 8 O 5'-0"SQX34"DP W/ 5-#4'S 4"O 40" LONG H4 PEIRP. 'TO SLAB TOP & BOTTOM EACH WAY SEE DETAIL 6, SHT S-3 SEE DETAIL 8 \\ Q� moi'-0"SQX36"DP TOP & BOTTOM W/ 6-j 5'S EACH WAY SEE 4"0 36" LONG DETAIL 6, SHT S-3 H4 PEIRP. TO SEE DETAIL SLAB 8 T 0 5'-0"SQX36"DP W/ 6-#5'S 4"O 36" LONG H4 PEIRP. TO SLAB TOP & BOTTOM EACH WAY SEE DETAIL E3, SHT S-3 SEE DETAIL 8 3'-0"SQX24"DP W/ 3-#4'S 4"O 24" LONG H3 PEIRP. TO SLAB BOTTOM EACH WAY SEE DETAIL 6, SHT S--3 5'-0"SQX34"DP W/ 5-#4'S 4"O 40" LONG H-4 PEIRP. TO SLAB - TOP & BOTTOM EACH WAY SEE DETAIL E3, SHT S-3 - SEE DETAIL 8 IFTNIG & ANCHOR BUT 'SCHiEDU'LE SCALE; NTS PERM11 # _ > 16- oo 2 8lUTTE COUNTY DE"vELC�oIv(ENT SERVICES REVIEWED�: o � F � I DATE ,7 BY 1,Xg1JVEE(F1XCj, 1M. I9032.GafiafaF Il ay (Atone (530) 347-5168 Cottonwood, CA 96022 'Fax (53 6) 347-0577 sdnefzvnC!s(aasta. coni REVISIONS _ DATE_ BY BUTTE COUNTY PROJECT DESCRIPTION: B I ANC;HI AC\ BUILDING' #2 FOR 936 NELSON ROAD DURHAM, CA AM 0 3; 8 ? 10- 01 10 --- 0 0 10 BIANCHI FARMS PO Box 1216 DURHAM, CA 95938 DRAW ING STATUS: l� 0R APPR(�►V=�]J I SHEET DESCRIPTION: PLAN ANL) "00TING SCHEDULE DATE: JAN UAR `-( 5, 2015 DESIGN DRAWN: S.DN/DJK QRpFES 0 ZzzN civ 0 C 35182 0 EXP. 9 - - SHEET NO.: 5--2 3 OF 4 --------------------- PLOT STAMP: /Base.dwg Tue, Jan 05, 16 03:06 PM Kgs--- Standard 90° Hook R=6 BAR DIA MIN (#3 TO 08) R=B BAR DIA MIN (#9, #10. #11) R=10 BAR DIA MIM (#14 &LARGER T ---FT I I 4 0 DIA OF BAR In i 4 13AR DIA OR 2 1/2" MIN. Standard 180° Hook TYP REBAR HOOKS & BENDS �1 SCALE: NT$ Standard 1350 Hook NOTEL #5 & SMALLER BARS Standard 90° Hood; 6 BAR DIA DIA OF BAR R = 4 BAR DIA 4, 12 BAR DIA I / TYP HOOP, STIRRUP & CROSSTIE HOOKS SCALE: NTS TYPICAL REBAR LAP LENGTH, U.O.N. _T BAR SIZE 25_00 3,00_0 PLAN FOR CONTROL 5,000 JOINT' LOCATIONS 40 60 40 60 —4,000 615 40 6C #3 24 36 22 33 _40 19 28 17 25 18 27 17 25 15 22 13 20 #4 32 47 Z5 23 34 24 36 _19 22 _43 19 —IL 29 17 26_ #5 39 59 36 _33 54 31 47 28 42 30 45 28 42 24 31S 22 32_ #6 47 71 43 65 37 56 34 50 36 54 _ 33 50 29 4_3 26 39_ #7 69 103 _ 63 94 54 81 49 73 53 79 48 72 42 63 38 56 #8 78 117 72 107 62 93 56 83 6090 55 83 48 72 43 64 N41El; 1:INCREASE LAP LENGTH 20% FOR EPDXY COATED BARS 2: INCREASE LAP LENGTH 33% FOR LIGHT WEIGHT CONCRETE AND AT FOUR BAR BUNDLES 3: TOP BARS ARE HORIZONTAL BARS PLACED WITH MORE THAN 12" OF FRESH CONCRETE CAST IN THE MEMBER BELOW THE BARS REBAR LAP SCHEDULE SCALE NTS 3 Z SHAPE EE PLAPJ VIEW FOR TOP REINF. } WIDE, 1.5" DEEP TOOL JOINT Ll CONT _T 1'-0 TOP Se BOT SEE FOUNDATION H4 PLAN FOR CONTROL JOINT' LOCATIONS SLAB rDGE "INTROL Jf IN 1}"X34"X12"KEY' ® 36" O.0 HAIRPINS TO BE LOCATED CENTER OF SLAB AND ARE TO ENGAGE ANCHOR BOLT`, EINF. CONTINUOUS r--_�; THROUGH JOINT T I n, � 4 X 4'0" DOWELS 1—y ® 3' D.C. DQd 4�IlOPLsICIRT uma-L 1. SLAB SHALT- BE PLACED ON SUBGRADE PREPARED PER SOILS REPORT. 2, MIN. REINFORCEMENT SHALL BE /4 REBAR AT 18" O.C. EACH WAY. TYP. SLAP ON GRADE 4 SCALE: NTS / STEEL COLUMNS BY SEE METAL BUILDING PLANS MANUFACTURER- /—METAL SIDING HAIRPINS TYP, SEE METAL. BUILDING PLANS AROUND A.B. 1"FOR SIZE, OTY, & LOCATION OF ALL A.B. FROM TOP OF SLAB ------ = �- ��-`-�'---'- - "EE METAL BUILDING PLANS SEE FTNG PLAN FOR SIZE. 51D'JdG CONNECTIONS TO SLAB -ON -GRADE 6" SLAB -ON -GRADE / (2) #3 CONT, PERIM, W/ #3 Ca 16 0/C BARS TBP & BOT, Ex I� � SEE: DETAIL 6 FOR ANCHOR BOLT DETAILS MIN. sols SEE FTNG SHED SEE F7.0 PLAN & SCHEDULE FOR REOUIRED REINF, '3" CLR. CONI, F"fNG, BEYUND, CONTINUE REINF THRU IN/ 1 #4 TOP AND BOl' TYPICAL SPREAD FOOTING DETAIL,'` � SCALE: NTS SEE FTNG 'SCHEDULE FOR BOLT LENGTH :HOR' BOLT'S SHALL BE ALL -THREAD, ASTM 1`1554 36 MATERIAL AVY HEX NUT (TOP AND BOTTOM OF PLATE) CHOI? BOLTS SHALL BE ATTACHED TO A j" THICK UARE STEEL PLATE WY HEX NUT (TOP AND 601"1 -OM OF PLATE) 2" MIN I I I VARIES -SEE METAL BUILDING PLANS ANCHOR BOLT DE'IrAil. SCALE: NTS MARK SHAPE BAR SIZE 48" H4 -4 H5 -�5 HAIRPINS TO BE LOCATED CENTER OF SLAB AND ARE TO ENGAGE ANCHOR BOLT`, HAIRPIN SCHEDULE SCALE: NTS \ H4 HAIRPIN — — — — •-- + 'v IN IIIVVVVJ irJ UNIT\-) `tf UL.I YYLL.IV FOOTINGS (TYP. FOR PORTAL FRAME FOOTINGS) TYPICAL PORTAL IFRAIAE HAIRPIIN DETAIL SCALE: NIS AIN FRAME COLUMN )OTING FIER SCHE-DULE )RTAL FRAME COLUMN )NTINUOUS 1,44 BAR )F' REINFORCEMENT PERMIT# bA- �L6 ---------- (BUTTE CGUNTY DEVELC l_,l, ENT SERVICES REVIEVIv/ FOR, DA -F E_______� L� / BY Crj c f s�2^ 1i / , 2 c1WGUEElliN1, lXC. 190132 Lalaral IlVa"y (FFione (530) 347-5168 Cottonwood, CA 96022 lFa-(, (5310 347.0577 sdners-onClskasta. cont REVISIONS NO. _ —_�-- DATE BY BUTTE COUNTI' PROJECT DESCRIPTION: BIANCHI AG B U I L D I NC3 #2 A FOR 936 NELSON ROAD C)URHAM, CA APN: 0 —3IO 0-2 �. ®—®01 is ---000 BIANCHI FARMIS PO BOX 1216 DURHAM, CA 95938 (DRAWING STATUS: FOR APPR(,)V.El_) SHEET DESCRIPTION: C 0Na"� �FTIE DI TAILS DATE: JANUARY 5, 2015 DESIGN/DRAWN: �,D1ti��DJI� 1) P OF ES p �l c" 2 r a 0 C 35182 0 EXP I -30- .� 9 _cvI 1 r T� ' OF ---��-z SHEET NO.: — 3 4 OF 4. i�i�.�ii�i PLOT STAMP: /gDse.dwg Tue, Jan 05, 16 03:06 PM 8 1a �1j�b.flA2b O-IA �C�1