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Home My WebLink About642 E Dyer Rd - PlanSHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: SHEA DYER BUSINESS PARK ANDURIL 00000.00 BUILDING 4 642 ALTON AVENUE SANTA ANA, CA E-1 20078E1 G.L. C.N. SPECIFICATIONS, SYMBOLS AND ABBREVIATIONS 2020-162041 02/23/21 2020-162041 03/02/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: SHEA DYER BUSINESS PARK ANDURIL 00000.00 BUILDING 4 642 ALTON AVENUE SANTA ANA, CA E-2 20078E2 G.L. C.N. SINGLE LINE DIAGRAM 2020-162041 02/23/21 2020-162041 03/02/21 1200A UGPS HOUSE METER CORNER SECTION 1000A M/M 1000A DIST PRODUCTION LINE PRODUCTION LINE PRODUCTION LINE PRODUCTION LINE SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: ADURIL BUILDING 4 TI SANTA ANA, CA 00000.00 E-3 20078E3 G.L. C.N. WAREHOUSE EGRESS LIGHTING BUILDING 4 N.I.C. Statistics Description Symbol Avg Max Min Max/Min Avg/Min Warehoue Egress 1.9 fc 3.1 fc 0.7 fc 4.4:1 2.7:1 2020-162041 02/23/21 2020-162041 03/02/21 1200A UGPS HOUSE METER CORNER SECTION 1000A M/M 1000A DIST PRODUCTION LINE PRODUCTION LINE PRODUCTION LINE PRODUCTION LINE SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: ADURIL BUILDING 4 TI SANTA ANA, CA 00000.00 E-4 20078E4 G.L. C.N. WAREHOUSE ELECTRICAL BUILDING 4 2020-162041 02/23/21 2020-162041 03/02/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: SHEA DYER BUSINESS PARK ANDURIL 00000.00 BUILDING 4 642 ALTON AVENUE SANTA ANA, CA E-5 20078E5 G.L. C.N. 2ND FLOOR OFFICE ELECTRICAL BUILDING 4 N.I.C. N.I.C. 2020-162041 02/23/21 2020-162041 03/02/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: SHEA DYER BUSINESS PARK ANDURIL 00000.00 BUILDING 4 642 ALTON AVENUE SANTA ANA, CA E-6 20078E6 G.L. C.N. SCHEDULES ° Í Í Í Í Í Í 2020-162041 02/23/21 2020-162041 03/02/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: ADURIL BUILDING 4 SANTA ANA, CA 00000.00 M-1 20078 M1 J.S. N.T. MECHANICAL NOTES, SYMBOLS AND LEGEND 2020-162041 02/23/21 2020-162041 03/02/21 1200A UGPS HOUSE METER CORNER SECTION 1000A M/M 1000A DIST SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: ADURIL BUILDING 4 SANTA ANA, CA 00000.00 M-2 20078 M2 J.S. N.T. WAREHOUSE MECHANICAL PLAN BUILDING 4 2020-162041 02/23/21 2020-162041 03/02/21 © 2018 Miyamoto International, Inc., All rights reserved. This document or any part thereof must not be reproduced in any form without the written permission of Miyam oto International, Inc. 31 5 0 A l m a d e n E x p r e s s w a y , S u i t e 1 5 0 , S a n J o s e , C A 9 5 1 1 8 • P 4 0 8 . 5 1 3 . 1 9 3 9 Sa c r a m e n t o • S a n F r a n c i s c o • Sa n J o s e • L o s A n g e l e s • Or a n g e C o u n t y • S a n D i e g o • R e n o • W a s h i n g t o n , D . C . Me x i c o • C o s t a R i c a • C o l o m b i a • H a i t i • L i b e r i a • I t a l y • T u r k e y • I n d i a • N e p a l • J a p a n • N e w Z e a l a n d Structural Calculations for Shea – Bldg 4 Anduril Santa Ana, CA Plan Check Submittal MI2004255.00 December 16, 2020 S 3525 Exp. 03/31/21 REG ISTERED PROFESSIONAL ENGIN EER STATE OF CALIFORNIASTRUCTURAL J EFFREY ALAN CROSIER 2020-162041 02/23/21 2020-162041 03/02/21 0123123131 45689 9 9 229 9 922 9!""#1$3#0 %!&00 #$'$31#0 %9 !()3*+,-36.99 49-36 64/3#1'-360.4 023 89 9 9 1234567 89:;4<3=>;9 ?@@42AAB ()3*+,C.99 49C 64/3#1'C0.4 D;;4@>93=2AB ""#1$3#0 C&00 #$'$31#0 EF2G3=>;9B '1H I><2A=3<JB 3131&01&3153"')"1(/$K L3M34@7 INJ2B . O2:242952 P;5Q<29=B 4.6*#&0 ( O>AR7 D3=2S;4NB TT 1>=27 DF3AAB +&H9 U3A>57 V343<2=24A W3<2 X3FQ2 P2A54>J=>;9 ..0 3#0 Y6*,Z!13 [ .0 1)''Y6*,Z!0 1 [ .Y.0 '3'.&H 9 99\9 .Y0 ].&H 9 99\9 .+.0 10 #^ \9 9 13 .4 .+0 ]^ \9 9 0 1 .4 ].. 00 )$ _?@@>=>;93F7 89:;4<3=>;9 W3<2 X3FQ2 P2A54>J=>;9 .+6 ]. 9 `9 0 3 . 9H9H9 9 13 `\]. 9H9H9 9 0 1 6,.1/"6HHH aZ13 [ 6,0 1/3#6HHH aZ0 1 [ bc4 1'"$Y6*c9a 99 `bc4 0 3 . 9H9H9 9bc4 bc4Y 1()(.H9a 99 5$&9 Z [ . ,5 0 3#0 b9 a&9Z13 [ def gh ijklmno po qpko jmmlm rpko spnpo tuvuvo wqpxjmyo tuvuvo zo rp{pmo |j}~llxjzo o jllx}po mjyz o pmq o j m}jo xj} y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`ab 89 99 960.99.6. + c.6 c29 d 6e 456 9 9 9 92 99599 2 9 2 99d 499 96292 99e 9 9 99 2 9 456 9 2 299 f2 2 9 e964 98d229e 2 9929g2 2 9 9 9 26 d 0 2292 d 9 99 9 2 0 22 d 969 6 2 969 992 92 9 2 2020-162041 02/23/21 2020-162041 03/02/21 Project: Shea Bldg 4 – Anduril Sheet No: Project No: MI2004255.00 Calc. By: MLR Date: Chk. By: Date: Introduction Five proposed new ceiling fans will be attached to the roof of the building located at 642 Dyer Road in Santa Ana, CA. These calculations demonstrate that the existing building i s adequate to support the new units. The existing roof truss purlins in the warehouse area have an add load built into the original design of 500#. The new ceiling fan weighs 200# max, which is less than the add load built into the original design. The existing truss purlins are ok as is for the new mechanical unit loads and reinforcement is not required. 3 2020-162041 02/23/21 2020-162041 03/02/21 Project: Shea Bldg 4 – Anduril Sheet No: Project No: MI2004255.00 Calc. By: MLR Date: Chk. By: Date: 1/4 2 L3x3x1/4 DIAGONAL BRACE BEND & WELD AS SHOWN TRUSS PURLINS SEE PLAN HSS SUPPORT 1/4 TRUSS PURLINS SEE PLAN PL 4x4x1/4 W/ 5/8"Ø MB ROOF SHEATHING PER PLAN 4 Check Diagonal Brace: 8'-0" 32 " Lbrace = √2.672+82 = 8.5ft Pbrace = 200lb / 8 ft x 8.5 ft = 213 lb 200# MAX (Conservative) Pn/ = 4.79k (AISC TABLE 4-12) > Pbrace = 0.213K (OK) (DCR = .05)W L3x3x1/4 Diagonal Brace OK 2020-162041 02/23/21 2020-162041 03/02/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: SHEA DYER BUSINESS PARK ANDURIL 00000.00 BUILDING 4 642 ALTON AVENUE SANTA ANA, CA E-1 20078E1 G.L. C.N. SPECIFICATIONS, SYMBOLS AND ABBREVIATIONS 2020-162041 02/23/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: SHEA DYER BUSINESS PARK ANDURIL 00000.00 BUILDING 4 642 ALTON AVENUE SANTA ANA, CA E-2 20078E2 G.L. C.N. SINGLE LINE DIAGRAM 2020-162041 02/23/21 1200A UGPS HOUSE METER CORNER SECTION 1000A M/M 1000A DIST PRODUCTION LINE PRODUCTION LINE PRODUCTION LINE PRODUCTION LINE SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: ADURIL BUILDING 4 TI SANTA ANA, CA 00000.00 E-3 20078E3 G.L. C.N. WAREHOUSE EGRESS LIGHTING BUILDING 4 N.I.C. Statistics Description Symbol Avg Max Min Max/Min Avg/Min Warehoue Egress 1.9 fc 3.1 fc 0.7 fc 4.4:1 2.7:1 2020-162041 02/23/21 1200A UGPS HOUSE METER CORNER SECTION 1000A M/M 1000A DIST PRODUCTION LINE PRODUCTION LINE PRODUCTION LINE PRODUCTION LINE SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: ADURIL BUILDING 4 TI SANTA ANA, CA 00000.00 E-4 20078E4 G.L. C.N. WAREHOUSE ELECTRICAL BUILDING 4 2020-162041 02/23/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: SHEA DYER BUSINESS PARK ANDURIL 00000.00 BUILDING 4 642 ALTON AVENUE SANTA ANA, CA E-5 20078E5 G.L. C.N. 2ND FLOOR OFFICE ELECTRICAL BUILDING 4 N.I.C. N.I.C. 2020-162041 02/23/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: SHEA DYER BUSINESS PARK ANDURIL 00000.00 BUILDING 4 642 ALTON AVENUE SANTA ANA, CA E-6 20078E6 G.L. C.N. SCHEDULES ° Í Í Í Í Í Í 2020-162041 02/23/21 SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: ADURIL BUILDING 4 SANTA ANA, CA 00000.00 M-1 20078 M1 J.S. N.T. MECHANICAL NOTES, SYMBOLS AND LEGEND 2020-162041 02/23/21 1200A UGPS HOUSE METER CORNER SECTION 1000A M/M 1000A DIST SHEET: SHEET TITLE ENGINEERING RESOURCES COPYRIGHT CHK'D BY: DRAWN BY: CAD FILE NAME: ER PROJECT NO: OWNER PROJECT NO: MARK DESCRIPTIONDATE CONSULTANT PROFESSIONAL SEALS 20078 PROJECT NO: ADURIL BUILDING 4 SANTA ANA, CA 00000.00 M-2 20078 M2 J.S. N.T. WAREHOUSE MECHANICAL PLAN BUILDING 4 2020-162041 02/23/21 © 2018 Miyamoto International, Inc., All rights reserved. This document or any part thereof must not be reproduced in any form without the written permission of Miyam oto International, Inc. 31 5 0 A l m a d e n E x p r e s s w a y , S u i t e 1 5 0 , S a n J o s e , C A 9 5 1 1 8 • P 4 0 8 . 5 1 3 . 1 9 3 9 Sa c r a m e n t o • S a n F r a n c i s c o • Sa n J o s e • L o s A n g e l e s • Or a n g e C o u n t y • S a n D i e g o • R e n o • W a s h i n g t o n , D . C . Me x i c o • C o s t a R i c a • C o l o m b i a • H a i t i • L i b e r i a • I t a l y • T u r k e y • I n d i a • N e p a l • J a p a n • N e w Z e a l a n d Structural Calculations for Shea – Bldg 4 Anduril TI Santa Ana, CA Plan Check Submittal MI2004255.00 October 21, 2020 S 3525 Exp. 03/31/21 2020-162041 02/23/21 0123123131 45689 9 9 229 9 922 9!""#1$3#0 %!&00 #$'$31#0 %9 !()3*+,-36.9949-3664/3#1'-360.4 023 89 9 9 123456789:;4<3=>;9 ?@@42AAB ()3*+,C.9949C64/3#1'C0.4 D;;4@>93=2AB ""#1$3#0 C&00 #$'$31#0 EF2G3=>;9B '1H I><2A=3<JB 3131&01&3153"')"1(/$K L3M34@7INJ2B . O2:242952 P;5Q<29=B 4.6*#&0 ( O>AR7D3=2S;4NB TT 1>=27DF3AAB +&H9 U3A>57V343<2=24A W3<2 X3FQ2 P2A54>J=>;9 ..0 3#0 Y6*,Z!13 [ .0 1)''Y6*,Z!0 1 [ .Y.0 '3'.&H 999\9 .Y0 ].&H 999\9 .+.0 10 #^ \9913 .4 .+0 ]^ \990 1 .4 ]..00 )$ _?@@>=>;93F789:;4<3=>;9 W3<2 X3FQ2 P2A54>J=>;9 .+6 ]. 9 `9 0 3 .9H9H9913 `\].9H9H990 1 6,.1/"6HHH aZ13 [ 6,0 1/3#6HHH aZ0 1 [ bc4 1'"$Y6*c9a99 `bc4 0 3 .9H9H99bc4 bc4Y 1()(.H9a99 5$&9 Z [ . ,5 0 3#0 b9 a&9Z13 [ defgh ijklmnopoqpkojmmlm rpkospnpotuvuvowqpxjmyotuvuvozorp{pmo|j}~llxjzoojllx}pomjyz opmqojm}joxj}y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`ab 89 99 960.99.6. + c.6 c29 d 6e4569 9 9 92 99599 29 299d 49996292 99e 9999 2 9 456 9 2 299 f2 2 9 e96498d229e 2 9929g2 2 9 99 26 d 0 2292 d 9 999 2 0 22 d 969 6 2969992 92 9 2 2020-162041 02/23/21 Project: Shea Bldg 4 – Anduril TI Sheet No: Project No: MI2004255.00 Calc. By: MLR Date: Chk. By: Date: Introduction Four proposed new ceiling fans will be attached to the roof of the building located at 642 Dyer Road in Santa Ana, CA. These calculations demonstrate that the existing building is adequate to support the new units. The existing roof truss purlins in the warehouse area have an add load built into the original design of 500#. The new ceiling fan weighs 200# max, which is less than the add load buil t into the original design. The existing truss purlins are ok as is for the new mechanical unit loads and reinforcement is not required. 3 2020-162041 02/23/21 Project: Shea Bldg 4 – Anduril TI Sheet No: Project No: MI2004255.00 Calc. By: MLR Date: Chk. By: Date: 1/4 2 L3x3x1/4 DIAGONAL BRACE BEND & WELD AS SHOWN TRUSS PURLINS SEE PLAN HSS SUPPORT 1/4 TRUSS PURLINS SEE PLAN PL 4x4x1/4 W/ 5/8"Ø MB ROOF SHEATHING PER PLAN 4 Check Diagonal Brace: 8'-0" 32 " Lbrace = √2.672+82 = 8.5ft Pbrace = 200lb / 8 ft x 8.5 ft = 213 lb 200# MAX (Conservative) Pn/ = 4.79k (AISC TABLE 4-12) > Pbrace = 0.213K (OK) (DCR = .05)W L3x3x1/4 Diagonal Brace OK 2020-162041 02/23/21 © 2018 Miyamoto International, Inc., All rights reserved. This document or any part thereof must not be reproduced in any form without the written permission of Miyam oto International, Inc. 31 5 0 A l m a d e n E x p r e s s w a y , S u i t e 1 5 0 , S a n J o s e , C A 9 5 1 1 8 • P 4 0 8 . 5 1 3 . 1 9 3 9 Sa c r a m e n t o • S a n F r a n c i s c o • Sa n J o s e • L o s A n g e l e s • Or a n g e C o u n t y • S a n D i e g o • R e n o • W a s h i n g t o n , D . C . Me x i c o • C o s t a R i c a • C o l o m b i a • H a i t i • L i b e r i a • I t a l y • T u r k e y • I n d i a • N e p a l • J a p a n • N e w Z e a l a n d Structural Calculations for Shea – Bldg 4 Anduril Santa Ana, CA Plan Check Submittal MI2004255.00 December 16, 2020 S 3525 Exp. 03/31/21 REG ISTERED PROFESSIONAL ENGIN EER STATE OF CALIFORNIASTRUCTURAL J EFFREY ALAN CROSIER 2020-162041 02/23/21 0123123131 45689 9 9 229 9 922 9!""#1$3#0 %!&00 #$'$31#0 %9 !()3*+,-36.9949-3664/3#1'-360.4 023 89 9 9 123456789:;4<3=>;9 ?@@42AAB ()3*+,C.9949C64/3#1'C0.4 D;;4@>93=2AB ""#1$3#0 C&00 #$'$31#0 EF2G3=>;9B '1H I><2A=3<JB 3131&01&3153"')"1(/$K L3M34@7INJ2B . O2:242952 P;5Q<29=B 4.6*#&0 ( O>AR7D3=2S;4NB TT 1>=27DF3AAB +&H9 U3A>57V343<2=24A W3<2 X3FQ2 P2A54>J=>;9 ..0 3#0 Y6*,Z!13 [ .0 1)''Y6*,Z!0 1 [ .Y.0 '3'.&H 999\9 .Y0 ].&H 999\9 .+.0 10 #^ \9913 .4 .+0 ]^ \990 1 .4 ]..00 )$ _?@@>=>;93F789:;4<3=>;9 W3<2 X3FQ2 P2A54>J=>;9 .+6 ]. 9 `9 0 3 .9H9H9913 `\].9H9H990 1 6,.1/"6HHH aZ13 [ 6,0 1/3#6HHH aZ0 1 [ bc4 1'"$Y6*c9a99 `bc4 0 3 .9H9H99bc4 bc4Y 1()(.H9a99 5$&9 Z [ . ,5 0 3#0 b9 a&9Z13 [ defgh ijklmnopoqpkojmmlm rpkospnpotuvuvowqpxjmyotuvuvozorp{pmo|j}~llxjzoojllx}pomjyz opmqojm}joxj}y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`ab 89 99 960.99.6. + c.6 c29 d 6e4569 9 9 92 99599 29 299d 49996292 99e 9999 2 9 456 9 2 299 f2 2 9 e96498d229e 2 9929g2 2 9 99 26 d 0 2292 d 9 999 2 0 22 d 969 6 2969992 92 9 2 2020-162041 02/23/21 Project: Shea Bldg 4 – Anduril Sheet No: Project No: MI2004255.00 Calc. By: MLR Date: Chk. By: Date: Introduction Five proposed new ceiling fans will be attached to the roof of the building located at 642 Dyer Road in Santa Ana, CA. These calculations demonstrate that the existing building is adequate to support the new units. The existing roof truss purlins in the warehouse area have an add load built into the original design of 500#. The new ceiling fan weighs 200# max, which is less than the add load built into the original design. The existing truss purlins are ok as is for the new mechanical unit loads and reinforcement is not required. 3 2020-162041 02/23/21 Project: Shea Bldg 4 – Anduril Sheet No: Project No: MI2004255.00 Calc. By: MLR Date: Chk. By: Date: 1/4 2 L3x3x1/4 DIAGONAL BRACE BEND & WELD AS SHOWN TRUSS PURLINS SEE PLAN HSS SUPPORT 1/4 TRUSS PURLINS SEE PLAN PL 4x4x1/4 W/ 5/8"Ø MB ROOF SHEATHING PER PLAN 4 Check Diagonal Brace: 8'-0" 32 " Lbrace = √2.672+82 = 8.5ft Pbrace = 200lb / 8 ft x 8.5 ft = 213 lb 200# MAX (Conservative) Pn/ = 4.79k (AISC TABLE 4-12) > Pbrace = 0.213K (OK) (DCR = .05)W L3x3x1/4 Diagonal Brace OK 2020-162041 02/23/21 SHEET: SHEET TITLE RGA, OFFICE OF ARCHITECTURAL DESIGN COPYRIGHT RGA PROJECT NO: CONSULTANT PROFESSIONAL SEALS 00000.00 MARK DATE DESCRIPTION OWNER PROJECT NO: 00000.00 CAD FILE NAME:- DRAWN BY:DM CHK'D BY:ML 17300 Red Hill Avenue, Suite 250 Irvine, CA 92614 T: (949) 579-1170 miyamotointernational.com MI Project #: MI2004255.00 S 3525 Exp. 03/31/21 REGISTEREDPROFESSIONALENGINEER STATE OF CALIFORNIASTRUCTURAL J EFFREY AL A N CROSIE R SHEA DYER BUSINESS PARK ANDURIL BUILDING 4 642 ALTON AVENUE SANTA ANA, CA PC DD 01/22/2021 PC RESUBMITTAL1 GENERAL NOTES S1.1 GENERAL NOTES 010000-0000 (07/07/14) 1. REFER TO THE TYPICAL DETAIL SHEETS FOR TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE. WHERE CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE ENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR CONSTRUCTION. 2. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE CONTRACT DOCUMENTS. WHERE INFORMATION IS CONFLICTING, SPECIFIC DETAILS SHALL GOVERN OVER TYPICAL DETAILS WHICH SHALL GOVERN OVER THESE NOTES WHICH SHALL GOVERN OVER SPECIFICATIONS. 3. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) OR ENGINEER OF RECORD (EOR). ALL DIMENSIONS RELATED TO EXISTING CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS ARE TO THE FACE OF STUDS, AND TO CENTERLINE OF COLUMNS UNO. 4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE EOR OF ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DRAWINGS; OR EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM THOSE SHOWN ON DRAWINGS PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR IS NOT TO ORDER MATERIAL OR CONSTRUCT ANY PORTION OF THE BUILDING THAT IS IN CONFLICT UNTIL THE CONFLICT IS RESOLVED WITH THE AFFECTED PARTIES. 5. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR EOR SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS. 6. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE EOR SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE STRUCTURAL DOCUMENTS. 7. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY APPLY TO THIS PROJECT. THE ARCHITECT, EOR, AND THE OWNER DO NOT ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS. 8. ALL WORK IS NEW (N) UNLESS INDICATED AS EXISTING (E). 9. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT IN AN UNBALANCED CONDITION. 10. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWING REQUIREMENTS AND SUBMITTALS. SHOP DRAWINGS SHALL BE SUBMITTED TO THE EOR (ALLOW FOR A REVIEW DURATION OF 10 BUSINESS DAYS), AND SHALL CONSIST OF EITHER ELECTRONIC FILES OR ONE SET FOR OUR RECORDS AND ONE REPRODUCIBLE SET. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE EOR IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR WILL REMAIN RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL STRUCTURAL MEMBERS, INCLUDING COORDINATION WITH OTHER TRADES. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED CHANGES TO THE STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE ARCHITECT AND EOR FOR APPROVAL. SEE "STRUCTURAL SUBMITTALS NOTES" FOR MORE INFORMATION. 11. CORE DRILLS REQUIRED SHALL NOT CUT ANY REINFORCING. THE CONTRACTOR IS TO COORDINATE WORK OF ALL TRADES TO ENSURE COMPLIANCE. ALL CORE DRILLS ARE TO BE PRESENTED TO THE INSPECTOR OF RECORD (IOR) FOR VERIFICATION. THE IOR IS TO DOCUMENT CORES EXAMINED INDICATING AN ABSENCE OF REINFORCING. 12. STRUCTURAL JOINT DIMENSIONS SHOWN ON PLANS (EXPANSION, SEISMIC, SEPARATION, ETC) (WHERE OCCURS) INDICATE THE MINIMUM CLEAR DISTANCE REQUIRED. SEE PLANS, DETAILS, AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. STRUCTURAL STEEL NOTES 051200-0000 (07/07/14) 1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATIONS AND STANDARD OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AS CONTAINED IN THE LATEST EDITION OF "AISC MANUAL OF STEEL CONSTRUCTION". 2. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE. 3. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL UNO: a. EXCEPT AS OTHERWISE NOTED, ALL BOLTS SHALL BE HIGH STRENGTH BOLTS. 4. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF STEEL CONSTRUCTION" AND SHALL BE SUBMITTED ON SHOP DRAWINGS FOR REVIEW BY EOR PRIOR TO FABRICATION. 5. ALL WELDED HEADED STUDS, THREADED STUDS, AND DEFORMED BARS SHALL BE NELSON, OR EQUIVALENT, AND WELDED (IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS BY CERTIFIED WELDERS) SO AS TO FULLY DEVELOP THE TENSILE CAPACITY OF THE CONNECTOR. 6. BOLTS WITH UPSET THREADS ARE NOT ALLOWED. USE THE APPROPRIATE NUT AND WASHER TYPE FOR THE SPECIFIED BOLT. 7. ALL STEEL FABRICATION SHALL BE PERFORMED BY A LICENSED FABRICATOR. 8. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO THE ELEMENTS SHALL BE HOT DIP GALVANIZED AFTER FABRICATION UNLESS A WEATHER PROOF COATING IS SPECIFIED BY THE ARCHITECT, UNO. STAINLESS AND WEATHERING STEELS, WHERE SPECIFIED, ARE EXEMPT FROM THIS REQUIREMENT. GALVANIZED SURFACES SHALL BE PROTECTED DURING CONSTRUCTION AND SHALL BE REPAIRED AS NECESSARY. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10. 9. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER ITEMS NOT SHOWN IN THESE DRAWINGS. WHERE STEEL IS EMBEDDED IN CONCRETE OR MASONRY, PROVIDE HOLES AS REQUIRED FOR PASSAGE OF CONTINUOUS REINFORCING BARS WHERE INDICATED ON DRAWINGS. DO NOT CUT HOLES IN STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF EOR. 10. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW TO CURE BEFORE APPLYING LOADS. 11. ALL WORK SHALL BE IN CONFORMANCE WITH ANY AND ALL TESTING, INSPECTION, QUALIFICATION, AND QUALITY ASSURANCE PROVISIONS AS REQUIRED BY THE BUILDING CODE AND ANY APPLICABLE STANDARDS. THESE STANDARDS INCLUDE, BUT ARE NOT LIMITED TO THE LATEST VERSION OF THE FOLLOWING: AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"; AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", AWS D1.1 "STRUCTURAL WELDING CODE - STEEL"; AWS D1.8 "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT"; AND RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS". CONFORMANCE TO SUPPLEMENTS TO THESE STANDARDS, IF PUBLISHED ON OR BEFORE THE DATE OF PERMIT ISSUANCE, IS ALSO REQUIRED. ALTHOUGH THESE CONTRACT DOCUMENTS INCLUDE GENERAL REFERENCES TO CODES AND STANDARDS, AND REFERENCES TO OR INCLUSIONS OF SPECIFIED PROVISIONS, OMISSIONS OF ANY APPLICABLE CODE, STANDARD, OR PROVISION DOES NOT RELIEVE THE GENERAL CONTRACTOR FROM COMPLIANCE TO THE APPLICABLE REQUIREMENTS. COORDINATION OF QUALITY CONTROL AND QUALITY ASSURANCE IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. SHAPE MATERIAL/GRADE WIDE FLANGE SECTIONS ASTM A992 PLATES, ANGLES, CHANNELS & TEES ASTM A36 SQUARE OR RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS) ASTM A500, GRADE B (F y=46 KSI) ROUND HOLLOW STRUCTURAL SECTIONS (HSS)ASTM A500, GRADE B (F y=42 KSI) PIPES ASTM A53 TYPE E OR S, GRADE B, (F y=35 KSI) MACHINE BOLTS (MB)ASTM A307 HIGH STRENGTH BOLTS (HSB)ASTM A325 TYPE N WELDED HEADED STUDS ASTM A108 THREADED RODS FOR ANCHOR BOLTS ASTM F1554, GRADE 36 WELDING NOTES 051200-0000 (07/07/14) 1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE "CODE FOR WELDING IN BUILDING CONSTRUCTION", AMERICAN WELDING SOCIETY (AWS), D1.1 AND THE AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". 2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD QUALIFICATION TESTS, AND SHALL BE CERTIFIED FOR THE WORK THEY ARE PERFORMING. 3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH WELDING PROCEDURE SPECIFICATIONS (WPS) SUBMITTED BY THE CONTRACTOR AND REVIEWED BY THE EOR AND PROJECT WELDING INSPECTOR. THE WPS SHALL BE IN ACCORDANCE WITH AWS D1.1-D1.4 CURRENT EDITION. 4. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 USING E70XX ELECTRODES UNLESS OTHERWISE NOTED. 5. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4 USING E90XX ELECTRODES. 6. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AWS D1.3. 7. ALL FULL PENETRATION WELDS SHALL BE ULTRA-SONIC TESTED PER AWS D1.1. SEE AISC 341 SECTION W4.1. 8. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS, UNO. ALL EXPOSED BUTT WELDS SHALL BE GROUND SMOOTH. 9. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10. 10. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR. THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD WELDING NECESSARY TO COMPLETE THE PROJECT AND INCLUDE ALL ASSOCIATED COSTS WITHIN THE BASE BID. HIGH-STRENGTH BOLT NOTES 1. SEE STRUCTURAL STEEL NOTES THIS SHEET FOR ADDITIONAL INFORMATION. 2. JOINT ASSEMBLIES USING HIGH-STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF THE "AISC (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS". 3. ALL HIGH-STRENGTH BOLTS SHALL CONFORM TO ASTM A-325 OR ASTM A-490, NUTS SHALL CONFORM TO ASTM A-563 AND WASHERS SHALL CONFORM TO ASTM F-436. 4. PAINT SHALL NOT BE PERMITTED ON CONTACT SURFACES UNLESS NOTED OTHERWISE. CONTACT SURFACES OF BOLTED PARTS SHALL BE DESCALED AND FREE OF DIRT, OIL, BURRS, PITS, AND OTHER DEFECTS WHICH PREVENT SOLID SEATING OF PARTS. 5. ALL HIGH-STRENGTH BOLTS SHALL BE TIGHTENED TO THE AISC SNUG TIGHT CONDITION UNLESS SPECIFIED AS SLIP-CRITICAL. 6. SLIP-CRITICAL BOLTS SHALL HAVE CLASS "A" FAYING SURFACES. SLIP-CRITICAL JOINT ASSEMBLIES SHALL BE FULLY PRE-TENSIONED BY TURN-OF-NUT TIGHTENING, TENSION CONTROL CALIBRATED WRENCH TIGHTENING, TWIST-OFF BOLTS CONFORMING TO ASTM F1852, OR BY DIRECT TENSION INDICATOR TIGHTENING CONFORMING TO ASTM F959. 051200-0000 (07/07/14) 010000-0005 (07/07/14) DEFERRED APPROVAL ITEMS SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD AND THEN SUBSEQUENTLY REVIEWED AND APPROVED BY THE BUILDING OFFICIAL PRIOR TO INSTALLATION. MECHANICAL NOTES 1. MECHANICAL CONTRACTOR TO VERIFY ALL MECHANICAL UNIT LOCATIONS, SIZES AND OPENINGS. 2. STEEL FABRICATOR TO LOCATE ALL BEAMS BASED ON INFORMATION FROM MECHANICAL CONTRACTOR AND SUBMIT STEEL BEAM LOCATION TO THE STRUCTURAL ENGINEER FOR REVIEW. 3. MECHANICAL CONTRACTOR SHALL SUBMIT HVAC ANCHORAGE DETAILS STAMPED AND SIGNED BY A STATE LICENSED CIVIL ENGINEER. THIS INCLUDES ANCHORAGE FOR UNITS MORE THAN 400 LBS MOUNTED ABOVE A FLOOR OR ROOF LEVEL AND UNITS MORE THAN 20 LBS OR 5 LBS/FT HANGING BELOW A FLOOR OR ROOF. STRUCTURAL DESIGN CRITERIA 010000-0001 (07/07/14) 1. CODES: ALL NEW WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA BUILDING CODE (CBC) 2019 EDITION, INCLUDING ALL AMENDMENTS. ALL STANDARDS USED SHALL BE THE LATEST VERSION APPROVED BY THE CODE ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT ISSUANCE UNLESS SPECIFICALLY NOTED OTHERWISE. 2. GRAVITY DESIGN LOADS: 3. WIND DESIGN INFORMATION: 4. SEISMIC DESIGN INFORMATION: LIVE LOADS (REDUCIBLE, UNO): a. ROOF, UNIFORM 20 PSF RISK CATEGORY II EXPOSURE C BASIC WIND SPEED (3 SEC GUST), Vult = 95 MPH INTERNAL PRESSURE COEFFICIENT GCpi = ± 0.18 Ie = 1.0 RISK CATEGORY II DESIGN CAT. D SS = 1.271 S1 = 0.455 SDS = 1.017 AB ANCHOR BOLT ABV ABOVE ADDL ADDITIONAL ADJ ADJACENT AFF ABOVE FINISH FLOOR ALT ALTERNATE ARCH ARCHITECT(URAL) BLDG BUILDING BLKG BLOCKING BLW BELOW BM BEAM BN BOUNDARY NAILING B.O. BOTTOM OF B.O.S. BOTTOM OF SHEATHING BOTT BOTTOM BRG BEARING BS BOTH SIDES BTWN BETWEEN C CAMBER CIP CAST IN PLACE CJ CONTROL/CONSTRUCTION JOINT CJP COMPLETE JOINT PENETRATION CL CENTERLINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECTION CONT CONTINUOUS CP COMPLETE PENETRATION CSK COUNTERSINK CTR(D) CENTER(ED) D B BAR OR BOLT DIAMETER DBL DOUBLE DEMO DEMOLITION DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DO DITTO DWG DRAWING (E) EXISTING EA EACH EF EACH FACE EJ EXPANSION JOINT EMBED EMBEDMENT ELEC ELECTRICAL ELEV ELEVATION EN EDGE NAILING E.O. EDGE OF EOR ENGINEER OF RECORD EQ EQUAL EQUIP EQUIPMENT ES EACH SIDE OR EDGE SCREW EW EACH WAY EXP EXPANSION EXT EXTERIOR FIN FINISH FLG FLANGE FLR FLOOR FN FIELD NAILING FND FOUNDATION F.O. FACE OF FS FAR SIDE OR FIELD SCREW FRMG FRAMING FT FOOT OR FEET FTG FOOTING G GIRDER GA GAGE GALV GALVANIZED GC GENERAL CONTRACTOR GLB GLUED-LAMINATED BEAM HAB HEADED ANCHOR BOLT HD HOLDOWN HDR HEADER HGR HANGER HK HOOK HORIZ HORIZONTAL HP HIGH POINT HS HIGH STRENGTH HSB HIGH STRENGTH BOLT HSS HOLLOW STRUCTURAL STEEL HT HEIGHT ID INSIDE DIAMETER I.F. INSIDE FACE IN INCH INT INTERIOR JST JOIST JT JOINT KLF KIPS PER LINEAR FOOT KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH L ANGLE LFRS LATERAL FORCE RESISTING SYSTEM LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LP LOW POINT LWC LIGHT WEIGHT CONCRETE MAX MAXIMUM MB MACHINE BOLT MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MTL METAL (N) NEW NS NEAR SIDE OR NON-SHRINK NTS NOT TO SCALE NWC NORMAL WEIGHT CONCRETE OC ON CENTER OD OUTSIDE DIAMETER O.F. OUTSIDE FACE OH OPPOSITE HAND OPNG OPENING PDF POWDER/POWER DRIVEN FASTENER PJ PANEL JOINT PJP PARTIAL JOINT PENETRATION PL PLATE PLC(S) PLACE(S) PLF POUNDS PER LINEAR FOOT PLYWD PLYWOOD PREFAB PREFABRICATED PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED OR POST TENSION QTY QUANTITY RAD, R RADIUS REF REFERENCE REINF REINFORCING REQD REQUIRED (S) "SIMPSON" STRONG TIE CO. OR "USP" W/ EQUIVALENT ICC VALUES SB SILL BOLT SC SAW CUT OR SLIP CRITICAL SCHED SCHEDULE SHTG SHEATHING SIM SIMILAR SMS SHEET METAL SCREW SN SILL NAIL SOG SLAB ON GRADE SQ SQUARE SS STAINLESS STEEL STD STANDARD STGRD STAGGERED STIFF STIFFENER STL STEEL STRUCT STRUCTURAL T&B TOP & BOTTOM THK THICK T.O. TOP OF TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ WITH W/O WITHOUT WF, W WIDE FLANGE WLD WELDED WO WHERE OCCURS WP WORK POINT WT WEIGHT WWF WELDED WIRE FABRIC 010000-0002-ALT2 (01/05/15) TYPICAL ABBREVIATIONS STRUCTURAL STEEL PERIODIC: HIGH-STRENGTH BOLTS, NUTS, AND WASHERS IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS, MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED PERIODIC: INSPECTION OF HIGH-STRENGTH BOLTING BEARING-TYPE CONNECTIONS PERIODIC: INSPECTION OF SLIP-CRITICAL CONNECTIONS USING TURN-OF-NUT METHOD WITH MATCHMARKING, DIRECT TENSION INDICATOR METHOD, OR TWIST OFF BOLTS CONT: INSPECTION OF SLIP-CRITICAL CONNECTIONS USING CALIBRATED WRENCH METHOD OR TURN-OF-NUT WITHOUT MATCHMARKING PERIODIC: STRUCTURAL STEEL IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS PERIODIC: STRUCTURAL STEEL MANUFACTURER'S CERTIFIED MILL TEST REPORTS REQUIRED PERIODIC: INSPECTION OF STEEL FRAME BRACING & STIFFENER DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS PERIODIC: STEEL FRAME MEMBER LOCATIONS PERIODIC: APPLICATIONS OF JOINT DETAILS AT EACH CONNECTION WELDING CONT: COMPLETE AND PARTIAL PENETRATION GROOVE WELDS CONT: FILLET WELDS > 5/16" AND MULTIPASS FILLET WELDS PERIODIC: FILLET WELDS < 5/16" PERIODIC: METAL DECK WELDS PERIODIC: LIGHT GAUGE METAL WELDS PERIODIC: WELD FILLER MATERIAL IDENTIFICATION MARKINGS TO CONFORM TO AWS STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS, MANUFACTURER'S CERTIFICATION OF COMPLIANCE REQUIRED CONT: WELDING OF REINFORCEMENT STEEL RESISTING SEISMIC FORCES, INDICATED ON PLANS AND DETAILS AS LFRS ELEMENTS OR CONNECTIONS PERIODIC: VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706 CONT: WELDING OF STIRRUPS, HOOPS OR TIES CONT: REINFORCING WELDS IN CMU PERIODIC: ALL OTHER REINFORCEMENT WELDS, UNO STATEMENT OF SPECIAL INSPECTIONS 010000-0003 (07/07/14) 1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION. 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. 2. SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVED FABRICATORS MUST SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATIONS SUCH AS STRUCTURAL STEEL, PRECAST CONCRETE, GLUED LAMINATED TIMBER, ETC. 3. ALL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT SPECIAL INSPECTORS. JOB SITE VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT CONSTITUTE AND ARE NOT A SUBSTITUTE FOR INSPECTIONS BY A SPECIAL INSPECTOR. 4. ALL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND EOR. THE FINAL REPORTS BY THE SPECIAL INSPECTOR(S) MUST CERTIFY THAT THE ENTIRE STRUCTURAL SYSTEM COMPLIES WITH THE APPROVED PLANS AND SPECIFICATIONS. 5. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE INSPECTIONS ARE PERFORMED. 6. WORK REQUIRING SPECIAL INSPECTION SHALL BE INSPECTED BY THE SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS PERFORMED AND AT THE COMPLETION OF WORK. CONTINUOUS INSPECTION CONSISTS OF FULL-TIME INSPECTION; PERIODIC INSPECTION CONSISTS OF PART-TIME OR INTERMITTENT INSPECTION. 7. THE FOLLOWING SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE BUILDING OFFICIAL. THIS LIST IS NOT INTENDED TO BE ALL INCLUSIVE. 010000-0008 (07/09/14) STRUCTURAL SUBMITTALS 1. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE EOR IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. 2. SHOP DRAWINGS SHALL BE SUBMITTED TO THE EOR FOR REVIEW PRIOR TO FABRICATION. THE CONTRACTOR WILL REMAIN RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL STRUCTURAL MEMBERS INCLUDING COORDINATION WITH OTHER TRADES. A. SHOP DRAWINGS SHALL BE SUBMITTED TO THE EOR (ALLOW FOR A REVIEW DURATION OF 10 BUSINESS DAYS), AND SHALL CONSIST OF EITHER ELECTRONIC FILES OR ONLY ONE SET FOR OUR RECORDS AND ONE REPRODUCIBLE SET. B. EOR WILL RETURN THE REPRODUCIBLE SET CLEARLY MARKED WITH COMMENTS. ANY REQUIRED RECORD SET COPIES SHALL BE MADE FROM THIS RETURNED SET. C. REPRODUCTION OF STRUCTURAL PLANS & DETAILS FOR SHOP DRAWINGS IS PROHIBITED. SUBCONTRACTOR/FABRICATOR IS TO PROVIDE INDEPENDENTLY CREATED DRAWINGS BASED ON THE STRUCTURAL PLANS AND DETAILS. 3. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED CHANGES TO THE STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE ARCHITECT AND EOR FOR APPROVAL. 4. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND- OR SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION. 5. THE FOLLOWING LIST SUMMARIZES IMPORTANT STRUCTURAL SUBMITTALS FOR THIS PROJECT. REFER TO THE SPECIFICATIONS FOR A COMPLETE LIST AND ADDITIONAL REQUIREMENTS. GENERAL REQD: QUALIFICATION DATA FOR APPROVED INSTALLERS AND FABRICATORS REQD: CERTIFICATES OF CONFORMANCE FOR PREFABRICATED MEMBERS STRUCTURAL STEEL REQD: MANUFACTURER'S MILL CERTIFICATES REQD: MILL TEST REPORTS REQD: SHOP DRAWINGS FOR FABRICATION AND ASSEMBLY OF MEMBERS REQD: ERECTION PLAN SEQUENCE AND PROCEDURES REQD: WELDING PROCEDURE SPECIFICATIONS (WPS) REQD: CERTIFICATES FOR ALL WELDERS VERIFYING CURRENT AWS QUALIFICATIONS REQD: TEST REPORTS FOR SHOP AND FIELD WELDED AND BOLTED CONNECTIONS KEY MAP 1 SCOPE OF WORK: ADDITION OF 5 NEW CEILING FANS 2020-162041 02/23/21 1 A 2 3 4 5 6 B C D 228'-0" 36'-0" 40'-0" 52'-0" 52'-0" 48'-0" 26'-0" 1 7 0 ' - 0 " 60 ' - 5 " 54 ' - 7 " 55 ' - 0 " 27 ' - 6 " 228'-0" 18'-0"26'-0"3'-0" 1 7 0 ' - 0 " 24 ' - 0 " 1 8 ' - 0 " 7' - 0 " 1 ' - 0 " 1 2 3 4 5 6 A B.1 C D F.O.C. F.O.C. F.O.C. F.O.C. E.O.C. F.O.C. F.O.C. F.O.C. E.O.C. F. O . C . F. O . C . F. O . C . F. O . C . F. O . C . F. O . C . E. O . C . F. O . C . 2.9 CL O F C O L B.1 CL OF COL PJ PJ PJ PJ PJ PJ PJ 26'-0" 23'-7" 25'-5" 26'-0" 26'-0" 26'-0" 22'-0" 27'-0" 27 ' - 0 " 27 ' - 0 " 30 ' - 0 " 1 8 ' - 0 " 1 8 ' - 0 " 18'-0"20'-0"25'-0"25'-0"25'-0"25'-0"21'-0"21'-0" 27 ' - 6 " 27 ' - 6 " 27 ' - 6 " 30 ' - 0 " 30 ' - 0 " PJ PJ PJ PJ PJPJPJPJPJPJPJ PJ PJ PJ PJ 5" 5" 60 ' - 5 " 54 ' - 7 " 55 ' - 0 " 36'-0" 40'-0"52'-0"52'-0"48'-0" 1'-0" 4.9 3'-8" 27 ' - 0 " 24 ' - 0 " 24 ' - 0 " 29 ' - 0 " OFF I C E A R E A 31'-4"B.O.S. RIDGE LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19202122232425262728 29 30 31 32 EF 1 EF 5 HP 7 HP 2A HP 6EF 10 HP 2B (E) HSS (E) HSS (E)HSS (E) HSS (E) HSS (E) HSS 32' - 1 0 " B.O.S. 30' - 6 1/2 " 31' - 7 " B.O.S. B.O.S. 30' - 8 " B.O.S. 31' - 5 1/2 " B.O.S. 30' - 6 1/2 " B.O.S. 32'-10 1 / 2 " B.O . S. 31'-1" B.O.S.31'-1"32'-1" B.O. S . 31'-1" 32'-1" B.O. S . 31'-1" 32'-1" B.O.S. B.O . S . B.O.S. B.O.S. 31'-10 1/2" B.O.S. 31' - 9 1 / 2" B.O.S. 32'-10 1/2" B.O.S.33'-1 1 " B.O.S. 33' - 11" B.O.S . B.O.S. 33' -11" 32' - 1 0 " B.O . S . 32'-10 " B.O . S. (E) GIRDER(E) GIRDER (E) GIRDER(E) GIRDER(E) GIRDER (E)W30x99 (E)W27x84(E)W30x99 (E ) B A R J O I S T (E ) W 2 4 x 6 8 (E ) W 2 4 x 6 8 (E ) B A R J O I S T SK E W E D (E ) B A R J O I S T (E ) B A R J O I S T 31' - 2 1/2 " B.O.S . (7) BAYS @ 8'-0"OC = 56'-0" TYPICAL TRUSS PURLIN LAYOUT UNO (19) BAYS @ 8'-0"OC = 152'-0" TYPICAL TRUSS PURLIN LAYOUT UNO 10'-0"9'-2" ± 33' - 1 1 " B.O . S . 20A (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E)HSS (E ) B A R J O I S T (E) (E) (E) (E)(E)(E) (E) CF 1C 200# CF 1D 200# CF 1A 200# CF 1B 200# 3 - FOR DETAIL SEE TYP, UNO CF 1E 200# (E) ROOF FRAMING PLAN 1/16" = 1'-0" BUILDING 4 ROOF FRAMING PLAN S2.1SHEET: SHEET TITLE RGA, OFFICE OF ARCHITECTURAL DESIGN COPYRIGHT RGA PROJECT NO: CONSULTANT PROFESSIONAL SEALS 00000.00 MARK DATE DESCRIPTION OWNER PROJECT NO: 00000.00 CAD FILE NAME:- DRAWN BY:DM CHK'D BY:ML 17300 Red Hill Avenue, Suite 250 Irvine, CA 92614 T: (949) 579-1170 miyamotointernational.com MI Project #: MI2004255.00 S 3525 Exp. 03/31/21 REGISTEREDPROFESSIONALENGINEER STATE OF CALIFORNIASTRUCTURAL J EFFREY AL A N CROSIER SHEA DYER BUSINESS PARK ANDURIL BUILDING 4 642 ALTON AVENUE SANTA ANA, CA PC DD 01/22/2021 PC RESUBMITTAL1 1 B.A. FAN SUPPORT N.T.S. L3x3x1/4 DIAGONAL BRACE PER MFR ROOF POINT LOAD > 500# > 6" : ADDITIONAL BRACE IS REQD PER DETAIL 4/- 6" MIN 3/8"Ø BOLT W/ WASHER HSS SUPPORT DIAGONAL BRACE SEE 2 - TRUSS' BOTTOM CHORD 1/4"x2.5"SQ WASHER NUT W/ WASHER HSS3x3x1/4 FAN SUPPORT MOUNTING ASSEMBLY BY MFR XENLARGED SECTION 2 - Y ENLARGED SECTION X - 1/4 2 L3x3x1/4 DIAGONAL BRACE BEND & WELD AS SHOWN TRUSS PURLINS SEE PLAN HSS SUPPORT 1/4 TRUSS PURLINS SEE PLAN PL 4x4x1/4 W/ 5/8"Ø MB ROOF SHEATHING PER PLAN 2 TRUSS BRACE N.T.S. 3 B.S. FAN SUPPORT AT UNDERSIDE OF TRUSS N.T.S. DIAGONAL BRACE SEE 2 - OFFSET 6" MAX FROM B.A. FAN FOR ITEMS NOT SHOWN OR NOTED SEE 1 - ATTACHMENT PER MFR TRUSS PURLINS SEE PLAN 4 TYPICAL TRUSS/GIRDER REINFORCING DETAIL N.T.S. NOTES: 1. FIELD WELD EXTRA ANGLES FROM POINT LOAD TO NEAREST PANEL POINT ON OPPOSITE CHORD AS REQUIRED ABOVE AT NO EXPENSE TO THE JOIST/GIRDER SUPPLIER. 2. BENDING CHECK FOR 250# POINT LOAD AT TOP CHORD NOT REQUIRED. PANEL POINT BOTTOM CHORD POINT LOAD, P2 TOP CHORD POINT LOAD, P1 (E)TOP CHORD (E) BOTTOM CHORD X1 ADD L2x2x1/4 ES WHEN X1 > 6" & P1 > 250# ADD L2x2x1/4 ES WHEN X2 > 6" & P2 > 100# PANEL POINT X2 3/16 1 1/2 EA END TYP 2020-162041 02/23/21 SHEET: SHEET TITLE RGA, OFFICE OF ARCHITECTURAL DESIGN COPYRIGHT RGA PROJECT NO: CONSULTANT PROFESSIONAL SEALS 00000.00 MARK DATE DESCRIPTION OWNER PROJECT NO: 00000.00 CAD FILE NAME:- DRAWN BY:DM CHK'D BY:ML 17300 Red Hill Avenue, Suite 250 Irvine, CA 92614 T: (949) 579-1170 miyamotointernational.com MI Project #: MI2004255.00 S 3525 Exp. 03/31/21 REGISTEREDPROFESSIONALENGINEER STATEOF CALIFORNIASTRUCTURAL J EFFREY AL A N CROSIE R SHEA DYER BUSINESS PARK ANDURIL BUILDING 4 642 ALTON AVENUE SANTA ANA, CA PC DD 01/22/2021 PC RESUBMITTAL1 GENERAL NOTES S1.1 GENERAL NOTES 010000-0000 (07/07/14) 1. REFER TO THE TYPICAL DETAIL SHEETS FOR TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE. WHERE CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE ENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR CONSTRUCTION. 2. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE CONTRACT DOCUMENTS. WHERE INFORMATION IS CONFLICTING, SPECIFIC DETAILS SHALL GOVERN OVER TYPICAL DETAILS WHICH SHALL GOVERN OVER THESE NOTES WHICH SHALL GOVERN OVER SPECIFICATIONS. 3. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) OR ENGINEER OF RECORD (EOR). ALL DIMENSIONS RELATED TO EXISTING CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS ARE TO THE FACE OF STUDS, AND TO CENTERLINE OF COLUMNS UNO. 4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE EOR OF ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DRAWINGS; OR EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM THOSE SHOWN ON DRAWINGS PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR IS NOT TO ORDER MATERIAL OR CONSTRUCT ANY PORTION OF THE BUILDING THAT IS IN CONFLICT UNTIL THE CONFLICT IS RESOLVED WITH THE AFFECTED PARTIES. 5. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR EOR SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS. 6. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE EOR SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE STRUCTURAL DOCUMENTS. 7. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY APPLY TO THIS PROJECT. THE ARCHITECT, EOR, AND THE OWNER DO NOT ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS. 8. ALL WORK IS NEW (N) UNLESS INDICATED AS EXISTING (E). 9. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT IN AN UNBALANCED CONDITION. 10. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWING REQUIREMENTS AND SUBMITTALS. SHOP DRAWINGS SHALL BE SUBMITTED TO THE EOR (ALLOW FOR A REVIEW DURATION OF 10 BUSINESS DAYS), AND SHALL CONSIST OF EITHER ELECTRONIC FILES OR ONE SET FOR OUR RECORDS AND ONE REPRODUCIBLE SET. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE EOR IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR WILL REMAIN RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL STRUCTURAL MEMBERS, INCLUDING COORDINATION WITH OTHER TRADES. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED CHANGES TO THE STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE ARCHITECT AND EOR FOR APPROVAL. SEE "STRUCTURAL SUBMITTALS NOTES" FOR MORE INFORMATION. 11. CORE DRILLS REQUIRED SHALL NOT CUT ANY REINFORCING. THE CONTRACTOR IS TO COORDINATE WORK OF ALL TRADES TO ENSURE COMPLIANCE. ALL CORE DRILLS ARE TO BE PRESENTED TO THE INSPECTOR OF RECORD (IOR) FOR VERIFICATION. THE IOR IS TO DOCUMENT CORES EXAMINED INDICATING AN ABSENCE OF REINFORCING. 12. STRUCTURAL JOINT DIMENSIONS SHOWN ON PLANS (EXPANSION, SEISMIC, SEPARATION, ETC) (WHERE OCCURS) INDICATE THE MINIMUM CLEAR DISTANCE REQUIRED. SEE PLANS, DETAILS, AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. STRUCTURAL STEEL NOTES 051200-0000 (07/07/14) 1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATIONS AND STANDARD OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AS CONTAINED IN THE LATEST EDITION OF "AISC MANUAL OF STEEL CONSTRUCTION". 2. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE. 3. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL UNO: a. EXCEPT AS OTHERWISE NOTED, ALL BOLTS SHALL BE HIGH STRENGTH BOLTS. 4. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF STEEL CONSTRUCTION" AND SHALL BE SUBMITTED ON SHOP DRAWINGS FOR REVIEW BY EOR PRIOR TO FABRICATION. 5. ALL WELDED HEADED STUDS, THREADED STUDS, AND DEFORMED BARS SHALL BE NELSON, OR EQUIVALENT, AND WELDED (IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS BY CERTIFIED WELDERS) SO AS TO FULLY DEVELOP THE TENSILE CAPACITY OF THE CONNECTOR. 6. BOLTS WITH UPSET THREADS ARE NOT ALLOWED. USE THE APPROPRIATE NUT AND WASHER TYPE FOR THE SPECIFIED BOLT. 7. ALL STEEL FABRICATION SHALL BE PERFORMED BY A LICENSED FABRICATOR. 8. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO THE ELEMENTS SHALL BE HOT DIP GALVANIZED AFTER FABRICATION UNLESS A WEATHER PROOF COATING IS SPECIFIED BY THE ARCHITECT, UNO. STAINLESS AND WEATHERING STEELS, WHERE SPECIFIED, ARE EXEMPT FROM THIS REQUIREMENT. GALVANIZED SURFACES SHALL BE PROTECTED DURING CONSTRUCTION AND SHALL BE REPAIRED AS NECESSARY. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10. 9. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER ITEMS NOT SHOWN IN THESE DRAWINGS. WHERE STEEL IS EMBEDDED IN CONCRETE OR MASONRY, PROVIDE HOLES AS REQUIRED FOR PASSAGE OF CONTINUOUS REINFORCING BARS WHERE INDICATED ON DRAWINGS. DO NOT CUT HOLES IN STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF EOR. 10. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW TO CURE BEFORE APPLYING LOADS. 11. ALL WORK SHALL BE IN CONFORMANCE WITH ANY AND ALL TESTING, INSPECTION, QUALIFICATION, AND QUALITY ASSURANCE PROVISIONS AS REQUIRED BY THE BUILDING CODE AND ANY APPLICABLE STANDARDS. THESE STANDARDS INCLUDE, BUT ARE NOT LIMITED TO THE LATEST VERSION OF THE FOLLOWING: AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"; AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", AWS D1.1 "STRUCTURAL WELDING CODE - STEEL"; AWS D1.8 "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT"; AND RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS". CONFORMANCE TO SUPPLEMENTS TO THESE STANDARDS, IF PUBLISHED ON OR BEFORE THE DATE OF PERMIT ISSUANCE, IS ALSO REQUIRED. ALTHOUGH THESE CONTRACT DOCUMENTS INCLUDE GENERAL REFERENCES TO CODES AND STANDARDS, AND REFERENCES TO OR INCLUSIONS OF SPECIFIED PROVISIONS, OMISSIONS OF ANY APPLICABLE CODE, STANDARD, OR PROVISION DOES NOT RELIEVE THE GENERAL CONTRACTOR FROM COMPLIANCE TO THE APPLICABLE REQUIREMENTS. COORDINATION OF QUALITY CONTROL AND QUALITY ASSURANCE IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. SHAPE MATERIAL/GRADE WIDE FLANGE SECTIONS ASTM A992 PLATES, ANGLES, CHANNELS & TEES ASTM A36 SQUARE OR RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS) ASTM A500, GRADE B (F y=46 KSI) ROUND HOLLOW STRUCTURAL SECTIONS (HSS)ASTM A500, GRADE B (F y=42 KSI) PIPES ASTM A53 TYPE E OR S, GRADE B, (F y=35 KSI) MACHINE BOLTS (MB)ASTM A307 HIGH STRENGTH BOLTS (HSB)ASTM A325 TYPE N WELDED HEADED STUDS ASTM A108 THREADED RODS FOR ANCHOR BOLTS ASTM F1554, GRADE 36 WELDING NOTES 051200-0000 (07/07/14) 1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE "CODE FOR WELDING IN BUILDING CONSTRUCTION", AMERICAN WELDING SOCIETY (AWS), D1.1 AND THE AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". 2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD QUALIFICATION TESTS, AND SHALL BE CERTIFIED FOR THE WORK THEY ARE PERFORMING. 3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH WELDING PROCEDURE SPECIFICATIONS (WPS) SUBMITTED BY THE CONTRACTOR AND REVIEWED BY THE EOR AND PROJECT WELDING INSPECTOR. THE WPS SHALL BE IN ACCORDANCE WITH AWS D1.1-D1.4 CURRENT EDITION. 4. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 USING E70XX ELECTRODES UNLESS OTHERWISE NOTED. 5. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4 USING E90XX ELECTRODES. 6. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AWS D1.3. 7. ALL FULL PENETRATION WELDS SHALL BE ULTRA-SONIC TESTED PER AWS D1.1. SEE AISC 341 SECTION W4.1. 8. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS, UNO. ALL EXPOSED BUTT WELDS SHALL BE GROUND SMOOTH. 9. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10. 10. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR. THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD WELDING NECESSARY TO COMPLETE THE PROJECT AND INCLUDE ALL ASSOCIATED COSTS WITHIN THE BASE BID. HIGH-STRENGTH BOLT NOTES 1. SEE STRUCTURAL STEEL NOTES THIS SHEET FOR ADDITIONAL INFORMATION. 2. JOINT ASSEMBLIES USING HIGH-STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF THE "AISC (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS". 3. ALL HIGH-STRENGTH BOLTS SHALL CONFORM TO ASTM A-325 OR ASTM A-490, NUTS SHALL CONFORM TO ASTM A-563 AND WASHERS SHALL CONFORM TO ASTM F-436. 4. PAINT SHALL NOT BE PERMITTED ON CONTACT SURFACES UNLESS NOTED OTHERWISE. CONTACT SURFACES OF BOLTED PARTS SHALL BE DESCALED AND FREE OF DIRT, OIL, BURRS, PITS, AND OTHER DEFECTS WHICH PREVENT SOLID SEATING OF PARTS. 5. ALL HIGH-STRENGTH BOLTS SHALL BE TIGHTENED TO THE AISC SNUG TIGHT CONDITION UNLESS SPECIFIED AS SLIP-CRITICAL. 6. SLIP-CRITICAL BOLTS SHALL HAVE CLASS "A" FAYING SURFACES. SLIP-CRITICAL JOINT ASSEMBLIES SHALL BE FULLY PRE-TENSIONED BY TURN-OF-NUT TIGHTENING, TENSION CONTROL CALIBRATED WRENCH TIGHTENING, TWIST-OFF BOLTS CONFORMING TO ASTM F1852, OR BY DIRECT TENSION INDICATOR TIGHTENING CONFORMING TO ASTM F959. 051200-0000 (07/07/14) 010000-0005 (07/07/14) DEFERRED APPROVAL ITEMS SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD AND THEN SUBSEQUENTLY REVIEWED AND APPROVED BY THE BUILDING OFFICIAL PRIOR TO INSTALLATION. MECHANICAL NOTES 1. MECHANICAL CONTRACTOR TO VERIFY ALL MECHANICAL UNIT LOCATIONS, SIZES AND OPENINGS. 2. STEEL FABRICATOR TO LOCATE ALL BEAMS BASED ON INFORMATION FROM MECHANICAL CONTRACTOR AND SUBMIT STEEL BEAM LOCATION TO THE STRUCTURAL ENGINEER FOR REVIEW. 3. MECHANICAL CONTRACTOR SHALL SUBMIT HVAC ANCHORAGE DETAILS STAMPED AND SIGNED BY A STATE LICENSED CIVIL ENGINEER. THIS INCLUDES ANCHORAGE FOR UNITS MORE THAN 400 LBS MOUNTED ABOVE A FLOOR OR ROOF LEVEL AND UNITS MORE THAN 20 LBS OR 5 LBS/FT HANGING BELOW A FLOOR OR ROOF. STRUCTURAL DESIGN CRITERIA 010000-0001 (07/07/14) 1. CODES: ALL NEW WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA BUILDING CODE (CBC) 2019 EDITION, INCLUDING ALL AMENDMENTS. ALL STANDARDS USED SHALL BE THE LATEST VERSION APPROVED BY THE CODE ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT ISSUANCE UNLESS SPECIFICALLY NOTED OTHERWISE. 2. GRAVITY DESIGN LOADS: 3. WIND DESIGN INFORMATION: 4. SEISMIC DESIGN INFORMATION: LIVE LOADS (REDUCIBLE, UNO): a. ROOF, UNIFORM 20 PSF RISK CATEGORY II EXPOSURE C BASIC WIND SPEED (3 SEC GUST), Vult = 95 MPH INTERNAL PRESSURE COEFFICIENT GCpi = ± 0.18 Ie = 1.0 RISK CATEGORY II DESIGN CAT. D SS = 1.271 S1 = 0.455 SDS = 1.017 AB ANCHOR BOLT ABV ABOVE ADDL ADDITIONAL ADJ ADJACENT AFF ABOVE FINISH FLOOR ALT ALTERNATE ARCH ARCHITECT(URAL) BLDG BUILDING BLKG BLOCKING BLW BELOW BM BEAM BN BOUNDARY NAILING B.O. BOTTOM OF B.O.S. BOTTOM OF SHEATHING BOTT BOTTOM BRG BEARING BS BOTH SIDES BTWN BETWEEN C CAMBER CIP CAST IN PLACE CJ CONTROL/CONSTRUCTION JOINT CJP COMPLETE JOINT PENETRATION CL CENTERLINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECTION CONT CONTINUOUS CP COMPLETE PENETRATION CSK COUNTERSINK CTR(D) CENTER(ED) D B BAR OR BOLT DIAMETER DBL DOUBLE DEMO DEMOLITION DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DO DITTO DWG DRAWING (E) EXISTING EA EACH EF EACH FACE EJ EXPANSION JOINT EMBED EMBEDMENT ELEC ELECTRICAL ELEV ELEVATION EN EDGE NAILING E.O. EDGE OF EOR ENGINEER OF RECORD EQ EQUAL EQUIP EQUIPMENT ES EACH SIDE OR EDGE SCREW EW EACH WAY EXP EXPANSION EXT EXTERIOR FIN FINISH FLG FLANGE FLR FLOOR FN FIELD NAILING FND FOUNDATION F.O. FACE OF FS FAR SIDE OR FIELD SCREW FRMG FRAMING FT FOOT OR FEET FTG FOOTING G GIRDER GA GAGE GALV GALVANIZED GC GENERAL CONTRACTOR GLB GLUED-LAMINATED BEAM HAB HEADED ANCHOR BOLT HD HOLDOWN HDR HEADER HGR HANGER HK HOOK HORIZ HORIZONTAL HP HIGH POINT HS HIGH STRENGTH HSB HIGH STRENGTH BOLT HSS HOLLOW STRUCTURAL STEEL HT HEIGHT ID INSIDE DIAMETER I.F. INSIDE FACE IN INCH INT INTERIOR JST JOIST JT JOINT KLF KIPS PER LINEAR FOOT KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH L ANGLE LFRS LATERAL FORCE RESISTING SYSTEM LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LP LOW POINT LWC LIGHT WEIGHT CONCRETE MAX MAXIMUM MB MACHINE BOLT MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MTL METAL (N) NEW NS NEAR SIDE OR NON-SHRINK NTS NOT TO SCALE NWC NORMAL WEIGHT CONCRETE OC ON CENTER OD OUTSIDE DIAMETER O.F. OUTSIDE FACE OH OPPOSITE HAND OPNG OPENING PDF POWDER/POWER DRIVEN FASTENER PJ PANEL JOINT PJP PARTIAL JOINT PENETRATION PL PLATE PLC(S) PLACE(S) PLF POUNDS PER LINEAR FOOT PLYWD PLYWOOD PREFAB PREFABRICATED PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED OR POST TENSION QTY QUANTITY RAD, R RADIUS REF REFERENCE REINF REINFORCING REQD REQUIRED (S) "SIMPSON" STRONG TIE CO. OR "USP" W/ EQUIVALENT ICC VALUES SB SILL BOLT SC SAW CUT OR SLIP CRITICAL SCHED SCHEDULE SHTG SHEATHING SIM SIMILAR SMS SHEET METAL SCREW SN SILL NAIL SOG SLAB ON GRADE SQ SQUARE SS STAINLESS STEEL STD STANDARD STGRD STAGGERED STIFF STIFFENER STL STEEL STRUCT STRUCTURAL T&B TOP & BOTTOM THK THICK T.O. TOP OF TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ WITH W/O WITHOUT WF, W WIDE FLANGE WLD WELDED WO WHERE OCCURS WP WORK POINT WT WEIGHT WWF WELDED WIRE FABRIC 010000-0002-ALT2 (01/05/15) TYPICAL ABBREVIATIONS STRUCTURAL STEEL PERIODIC: HIGH-STRENGTH BOLTS, NUTS, AND WASHERS IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS, MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED PERIODIC: INSPECTION OF HIGH-STRENGTH BOLTING BEARING-TYPE CONNECTIONS PERIODIC: INSPECTION OF SLIP-CRITICAL CONNECTIONS USING TURN-OF-NUT METHOD WITH MATCHMARKING, DIRECT TENSION INDICATOR METHOD, OR TWIST OFF BOLTS CONT: INSPECTION OF SLIP-CRITICAL CONNECTIONS USING CALIBRATED WRENCH METHOD OR TURN-OF-NUT WITHOUT MATCHMARKING PERIODIC: STRUCTURAL STEEL IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS PERIODIC: STRUCTURAL STEEL MANUFACTURER'S CERTIFIED MILL TEST REPORTS REQUIRED PERIODIC: INSPECTION OF STEEL FRAME BRACING & STIFFENER DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS PERIODIC: STEEL FRAME MEMBER LOCATIONS PERIODIC: APPLICATIONS OF JOINT DETAILS AT EACH CONNECTION WELDING CONT: COMPLETE AND PARTIAL PENETRATION GROOVE WELDS CONT: FILLET WELDS > 5/16" AND MULTIPASS FILLET WELDS PERIODIC: FILLET WELDS < 5/16" PERIODIC: METAL DECK WELDS PERIODIC: LIGHT GAUGE METAL WELDS PERIODIC: WELD FILLER MATERIAL IDENTIFICATION MARKINGS TO CONFORM TO AWS STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS, MANUFACTURER'S CERTIFICATION OF COMPLIANCE REQUIRED CONT: WELDING OF REINFORCEMENT STEEL RESISTING SEISMIC FORCES, INDICATED ON PLANS AND DETAILS AS LFRS ELEMENTS OR CONNECTIONS PERIODIC: VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706 CONT: WELDING OF STIRRUPS, HOOPS OR TIES CONT: REINFORCING WELDS IN CMU PERIODIC: ALL OTHER REINFORCEMENT WELDS, UNO STATEMENT OF SPECIAL INSPECTIONS 010000-0003 (07/07/14) 1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION. 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. 2. SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVED FABRICATORS MUST SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATIONS SUCH AS STRUCTURAL STEEL, PRECAST CONCRETE, GLUED LAMINATED TIMBER, ETC. 3. ALL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT SPECIAL INSPECTORS. JOB SITE VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT CONSTITUTE AND ARE NOT A SUBSTITUTE FOR INSPECTIONS BY A SPECIAL INSPECTOR. 4. ALL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND EOR. THE FINAL REPORTS BY THE SPECIAL INSPECTOR(S) MUST CERTIFY THAT THE ENTIRE STRUCTURAL SYSTEM COMPLIES WITH THE APPROVED PLANS AND SPECIFICATIONS. 5. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE INSPECTIONS ARE PERFORMED. 6. WORK REQUIRING SPECIAL INSPECTION SHALL BE INSPECTED BY THE SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS PERFORMED AND AT THE COMPLETION OF WORK. CONTINUOUS INSPECTION CONSISTS OF FULL-TIME INSPECTION; PERIODIC INSPECTION CONSISTS OF PART-TIME OR INTERMITTENT INSPECTION. 7. THE FOLLOWING SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE BUILDING OFFICIAL. THIS LIST IS NOT INTENDED TO BE ALL INCLUSIVE. 010000-0008 (07/09/14) STRUCTURAL SUBMITTALS 1. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE EOR IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. 2. SHOP DRAWINGS SHALL BE SUBMITTED TO THE EOR FOR REVIEW PRIOR TO FABRICATION. THE CONTRACTOR WILL REMAIN RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL STRUCTURAL MEMBERS INCLUDING COORDINATION WITH OTHER TRADES. A. SHOP DRAWINGS SHALL BE SUBMITTED TO THE EOR (ALLOW FOR A REVIEW DURATION OF 10 BUSINESS DAYS), AND SHALL CONSIST OF EITHER ELECTRONIC FILES OR ONLY ONE SET FOR OUR RECORDS AND ONE REPRODUCIBLE SET. B. EOR WILL RETURN THE REPRODUCIBLE SET CLEARLY MARKED WITH COMMENTS. ANY REQUIRED RECORD SET COPIES SHALL BE MADE FROM THIS RETURNED SET. C. REPRODUCTION OF STRUCTURAL PLANS & DETAILS FOR SHOP DRAWINGS IS PROHIBITED. SUBCONTRACTOR/FABRICATOR IS TO PROVIDE INDEPENDENTLY CREATED DRAWINGS BASED ON THE STRUCTURAL PLANS AND DETAILS. 3. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED CHANGES TO THE STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE ARCHITECT AND EOR FOR APPROVAL. 4. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND- OR SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION. 5. THE FOLLOWING LIST SUMMARIZES IMPORTANT STRUCTURAL SUBMITTALS FOR THIS PROJECT. REFER TO THE SPECIFICATIONS FOR A COMPLETE LIST AND ADDITIONAL REQUIREMENTS. GENERAL REQD: QUALIFICATION DATA FOR APPROVED INSTALLERS AND FABRICATORS REQD: CERTIFICATES OF CONFORMANCE FOR PREFABRICATED MEMBERS STRUCTURAL STEEL REQD: MANUFACTURER'S MILL CERTIFICATES REQD: MILL TEST REPORTS REQD: SHOP DRAWINGS FOR FABRICATION AND ASSEMBLY OF MEMBERS REQD: ERECTION PLAN SEQUENCE AND PROCEDURES REQD: WELDING PROCEDURE SPECIFICATIONS (WPS) REQD: CERTIFICATES FOR ALL WELDERS VERIFYING CURRENT AWS QUALIFICATIONS REQD: TEST REPORTS FOR SHOP AND FIELD WELDED AND BOLTED CONNECTIONS KEY MAP 1 SCOPE OF WORK: ADDITION OF 5 NEW CEILING FANS 2020-162041 02/23/21 2020-162041 03/02/21 1 A 2 3 4 5 6 B C D 228'-0" 36'-0" 40'-0" 52'-0" 52'-0" 48'-0" 26'-0" 1 7 0 ' - 0 " 60 ' - 5 " 54 ' - 7 " 55 ' - 0 " 27 ' - 6 " 228'-0" 18'-0"26'-0"3'-0" 1 7 0 ' - 0 " 24 ' - 0 " 1 8 ' - 0 " 7' - 0 " 1 ' - 0 " 1 2 3 4 5 6 A B.1 C D F.O.C. F.O.C. F.O.C. F.O.C. E.O.C. F.O.C. F.O.C. F.O.C. E.O.C. F. O . C . F. O . C . F. O . C . F. O . C . F. O . C . F. O . C . E. O . C . F. O . C . 2.9 CL O F C O L B.1 CL OF COL PJ PJ PJ PJ PJ PJ PJ 26'-0" 23'-7" 25'-5" 26'-0" 26'-0" 26'-0" 22'-0" 27'-0" 27 ' - 0 " 27 ' - 0 " 30 ' - 0 " 1 8 ' - 0 " 1 8 ' - 0 " 18'-0"20'-0"25'-0"25'-0"25'-0"25'-0"21'-0"21'-0" 27 ' - 6 " 27 ' - 6 " 27 ' - 6 " 30 ' - 0 " 30 ' - 0 " PJ PJ PJ PJ PJPJPJPJPJPJPJ PJ PJ PJ PJ 5" 5" 60 ' - 5 " 54 ' - 7 " 55 ' - 0 " 36'-0" 40'-0"52'-0"52'-0"48'-0" 1'-0" 4.9 3'-8" 27 ' - 0 " 24 ' - 0 " 24 ' - 0 " 29 ' - 0 " OFF I C E A R E A 31'-4"B.O.S. RIDGE LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19202122232425262728 29 30 31 32 EF 1 EF 5 HP 7 HP 2A HP 6EF 10 HP 2B (E) HSS (E) HSS (E)HSS (E) HSS (E) HSS (E) HSS 32' -10 " B.O.S . 30'-6 1/2" 31' -7" B.O.S . B.O.S. 30' -8" B.O.S. 31' -5 1/2" B.O.S. 30' -6 1/2" B.O.S. 32'-10 1 / 2 " B.O . S . 31'-1" B.O.S.31'-1"32'-1" B.O.S. 31'-1" 32'-1" B.O. S.31'-1" 32'-1" B.O.S. B.O. S . B.O.S. B.O.S. 31'-10 1 / 2" B.O.S. 31' -9 1 / 2" B.O.S. 32'-10 1/2" B.O.S.33'-1 1 " B.O.S. 33' -11 " B.O.S . B.O.S. 33' - 11" 32' - 1 0 " B.O.S. 32'-10 " B.O.S. (E) GIRDER(E) GIRDER (E) GIRDER(E) GIRDER(E) GIRDER (E)W30x99 (E)W27x84(E)W30x99 (E ) B A R J O I S T (E ) W 2 4 x 6 8 (E ) W 2 4 x 6 8 (E ) B A R J O I S T SK E W E D (E ) B A R J O I S T (E ) B A R J O I S T 31' -2 1 / 2 " B.O.S . (7) BAYS @ 8'-0"OC = 56'-0" TYPICAL TRUSS PURLIN LAYOUT UNO (19) BAYS @ 8'-0"OC = 152'-0" TYPICAL TRUSS PURLIN LAYOUT UNO 10'-0"9'-2" ± 33' -11" B.O.S. 20A (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E ) B A R J O I S T (E)HSS (E ) B A R J O I S T (E) (E) (E) (E)(E)(E) (E) CF 1C 200# CF 1D 200# CF 1A 200# CF 1B 200# 3 - FOR DETAIL SEE TYP, UNO CF 1E 200# (E) ROOF FRAMING PLAN 1/16" = 1'-0" BUILDING 4 ROOF FRAMING PLAN S2.1SHEET: SHEET TITLE RGA, OFFICE OF ARCHITECTURAL DESIGN COPYRIGHT RGA PROJECT NO: CONSULTANT PROFESSIONAL SEALS 00000.00 MARK DATE DESCRIPTION OWNER PROJECT NO: 00000.00 CAD FILE NAME:- DRAWN BY:DM CHK'D BY:ML 17300 Red Hill Avenue, Suite 250 Irvine, CA 92614 T: (949) 579-1170 miyamotointernational.com MI Project #: MI2004255.00 S 3525 Exp. 03/31/21 REGISTEREDPROFESSIONALENGINEER STATE OF CALIFORNIASTRUCTURAL J EFFREY A LA N CROSIER SHEA DYER BUSINESS PARK ANDURIL BUILDING 4 642 ALTON AVENUE SANTA ANA, CA PC DD 01/22/2021 PC RESUBMITTAL1 1 B.A. FAN SUPPORT N.T.S. L3x3x1/4 DIAGONAL BRACE PER MFR ROOF POINT LOAD > 500# > 6" : ADDITIONAL BRACE IS REQD PER DETAIL 4/- 6" MIN 3/8"Ø BOLT W/ WASHER HSS SUPPORT DIAGONAL BRACE SEE 2 - TRUSS' BOTTOM CHORD 1/4"x2.5"SQ WASHER NUT W/ WASHER HSS3x3x1/4 FAN SUPPORT MOUNTING ASSEMBLY BY MFR XENLARGED SECTION 2 - Y ENLARGED SECTION X - 1/4 2 L3x3x1/4 DIAGONAL BRACE BEND & WELD AS SHOWN TRUSS PURLINS SEE PLAN HSS SUPPORT 1/4 TRUSS PURLINS SEE PLAN PL 4x4x1/4 W/ 5/8"Ø MB ROOF SHEATHING PER PLAN 2 TRUSS BRACE N.T.S. 3 B.S. FAN SUPPORT AT UNDERSIDE OF TRUSS N.T.S. DIAGONAL BRACE SEE 2 - OFFSET 6" MAX FROM B.A. FAN FOR ITEMS NOT SHOWN OR NOTED SEE 1 - ATTACHMENT PER MFR TRUSS PURLINS SEE PLAN 4 TYPICAL TRUSS/GIRDER REINFORCING DETAIL N.T.S. NOTES: 1. FIELD WELD EXTRA ANGLES FROM POINT LOAD TO NEAREST PANEL POINT ON OPPOSITE CHORD AS REQUIRED ABOVE AT NO EXPENSE TO THE JOIST/GIRDER SUPPLIER. 2. BENDING CHECK FOR 250# POINT LOAD AT TOP CHORD NOT REQUIRED. PANEL POINT BOTTOM CHORD POINT LOAD, P2 TOP CHORD POINT LOAD, P1 (E)TOP CHORD (E) BOTTOM CHORD X1 ADD L2x2x1/4 ES WHEN X1 > 6" & P1 > 250# ADD L2x2x1/4 ES WHEN X2 > 6" & P2 > 100# PANEL POINT X2 3/16 1 1/2 EA END TYP 2020-162041 02/23/21 2020-162041 03/02/21