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Home My WebLink AboutSTRUCTURAL CALCS - 23-00396 - Starbucks - New Commercial Bldg - Shell OnlySTRUCTURAL CALCULATIONS for STARBUCKS - REXBURG, ID at 975 UNIVERSITY BOULEVARD REXBURG, ID 83440 for THE RICHARDSON DESIGN PARTNERSHIP, LLC BY:WELLS L. HOLMES, P.E. PROJECT ENGINEER ID FIRM LICENSE NUMBER: C2269 PROJECT #:U1477.009.221 DATE: DESIGNED BY ARR; CHECKED BY RTI Note:Copyright © 2023 Vector Structural Engineering, LLC The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, “card filed”, sold to a third party, or altered in any way without the written authorization of Vector Structural Engineering, LLC and The Richardson Design Partnership, LLC. These calculations contain proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. 651 W. Galena Park Blvd., STE 101 / Draper, UT 84020 / T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com March 24, 2023 06/19/2023 PROJECT:Starbucks - Rexburg, ID PROJECT NO.:U1477.009.221 SUBJECT:CRITERIA Design Criteria: General: Code: Structural design is based upon the International Building Code, 2018 Edition Risk Category: II Wind Criteria:ASCE7-16 Analysis Procedure: ASCE 7-16, Chapter 28 - Envelope Procedure - Part 2 Basic Wind Speed - Ultimate (mph): 105 (3-sec gust) Wind Exposure: C Seismic Criteria: Analysis Procedure: ASCE 7-16, Equivalent Lateral Force Procedure Site Class: D(efault) Seismic Importance Factor, IE:1.0 Mapped Spectral Response Accelerations: SS =0.438 S1 =0.155 SDS =0.423 SD1 =0.237 Seismic Design Category: D Seismic Force Resisting System: Wood Shearwalls Seismic Response Coefficient, Cs:0.065 Seismic Base Shear, V (k): 8.6 Snow Load: Ground Snow Load, pg (psf):50 Snow Importance Factor, IS:1 Flat Roof Snow Load, pf (psf):35 Sloped Roof Snow Load, ps (psf):35 Live Loads: Roof Live Load (psf): 20 General Notes: • • • • • Wood Construction: •All dimensional lumber shall be Douglas Fir Larch #2 or equal •All wood timbers shall be Douglas Fir Larch #1 5X & Larger Or Equal • Structural Steel: •All structural steel code checks based on the AISC 360-10 and AISC 341-10. •All steel pipe shall be per ASTM A53 Gr B. •All steel rectangular tubes (HSS) shall be per ASTM A500 GR. B (46 KSI), U.N.O. •All steel wide flange shapes shall be per ASTM A992 (50 KSI), U.N.O. •All other structural steel shapes & plates shall be per ASTM A36, U.N.O. •All bolts for steel-to-steel connections shall be per ASTM A325N, U.N.O. •All bolted connections shall be tightened to "snug tight" condition as defined by AISC, U.N.O. • This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Copyright © 2023 Vector Structural Engineering, LLC The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. These calculations are limited to the structural members shown in these calculations only. The connection of the members shown in these calculations to any existing structure shall be by others. The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. All welding shall be performed by certified welders in accordance with American Welding Society (AWS) D1.1, latest applicable edition. Wood construction code checks are per the National Design Specification for Wood Construction (NDS) and Standard for Design of Timber Frame Structures (TFEC 1) Page 2 of 84 PROJECT:Starbucks - Rexburg, ID PROJECT NO.:U1477.009.221 SUBJECT:CRITERIA This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Copyright © 2023 Vector Structural Engineering, LLC Foundation / Concrete: • •Foundation concrete shall have a minimum compressive strength of 0 psi at 28 days. •Cement for all concrete shall be Type 0 with a minimum of 6% entrained air. Maximum aggregate size shall be 3/4". •Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O. •Foundation design is based upon the project soils report prepared by: RockSmith Engineering Report No.: 22015 August 9, 2022 All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of “Building Code Requirements for Reinforced Concrete”, ACI 318, latest applicable edition. Page 3 of 84 VECTOR STRUCTURAL ENGINEERS PROJECT:Starbucks - Rexburg, ID JOB NO.:U1477.009.221 SUBJECT:GRAVITY LOADS ROOF Increase due to pitch Original loading ROOF PITCH/12 0.25 BUILT-UP ROOFING 7.00 1.00 6.00 1/2" PLYWOOD 1.50 1.00 1.50 FRAMING 3.00 INSULATION 2.00 1/2" GYPSUM CLG. 2.20 M, E & MISC 4.30 FUTURE SOLAR 3.00 DL 23.00 LL 20.00 SNOW 35.00 SNOW INCLUDED IN LATERAL 7.0 EXTERIOR WALLS STUCCO/SIDING 11.00 2X6 FRAMING 1.30 INSULATION 1.00 1/2" GYPSUM 2.20 1/2" PLYWOOD 1.50 OTHER 0.00 DL 17.00 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Page 4 of 84 A 1 B C D E F G H 2 3 4 5 L = 4 ' - 1" RB 7 6x 6 H D R L = 8' -0 1/4" FB6 6x10 HDR L = 11' -0 1/2" RB9 6x10 HDR (ABV) L = 1 ' - 7 1 / 2 " RB 1 6x 6 H D R L = 11' -7" RB4 5-1/8x13 1/2 HDR L = 11' -7" RB4 5-1/8x13 1/2 HDR L = 4' -3 1/2" RB5 6x8 HDR L = 1 6 ' - 0" RB 2 HS S 1 0 X 5 X 1 / 4 S T L B M L = 4' -6" RB5 6x8 HDR L = 4' -6" RB5 6x8 HDR L = 4' -6" RB5 6x8 HDR L = 11' -6" RB8 5-1/8x10-1/2 BM L = 10' -6" w/ HUC HGR. BM TO STL COL 6x12 BM @ SAME ELEV. AS AWNING L = 13' -5 1/4" CB5 HSS12X4X3/16 CANT'L STL BM L = 13' -5 1/4" CB5 HSS12X4X3/16 CANT'L STL BM L = 13' -5 1/4" CB5 HSS12X4X3/16 CANT'L STL BM L = 13' -5 1/4" CB3 HSS12X4X3/16 CANT'L STL BM L = 13' -6" CB1 HSS12X4X3/16 STL BM L = 5 ' - 3 1 / 2 " CB 2 HS S 1 2 X 4 X 3 / 1 6 CA N T ' L S T L B M L = 9 ' - 1 1 / 2 " CB 2 HS S 1 2 X 4 X 3 / 1 6 C A N T ' L S T L B M L = 9 ' - 3" CB 2 HS S 1 2 X 4 X 3 / 1 6 C A N T ' L S T L B M L = 9 ' - 3 3 / 4 " CB 2 HS S 1 2 X 4 X 3 / 1 6 C A N T ' L S T L B M L = 4 ' - 11 " CB 2 HS S 1 2 X 4 X 3 / 1 6 ST L B M L = 4 ' - 11 " CB 2 HS S 1 2 X 4 X 3 / 1 6 ST L B M L = 4 ' - 11 " CB 2 HS S 1 2 X 4 X 3 / 1 6 ST L B M L = 4 ' - 11 " CB 2 HS S 1 2 X 4 X 3 / 1 6 ST L B M L = 4 ' - 11 " CB 2 HS S 1 2 X 4 X 3 / 1 6 ST L B M L = 5 ' - 2 3 / 4 " CB 2 HS S 1 2 X 4 X 3 / 1 6 ST L B M L = 4' -5 3/4" CB4 HSS12X4X3/16 STL BML = 11' -8" CB4 HSS12X4X3/16 STL BM L = 11' -8" CB4 HSS12X4X3/16 STL BM L = 11' -8" CB4 HSS12X4X3/16 STL BM L = 7' -8 1/4" CB4 HSS12X4X3/16 STL BM PROJECT: PROJECT NO.: HALF-SIZE PRINT STARBUCKS -REXBURG, ID U1477.009.221 1/4" = 1'-0" ROOF FRAMING PLAN - CALC Page 5 of 84 . Ab b r e v G R A D E S F bxx (psi) F vxx (psi)E xx (psi)g (lb/ft 3 ) DF L # 2 D O U G L A S F I R L A R C H # 2 8 7 5 1 8 0 3 1 . 2 DF 1 ( 5 x ) Do u g l a s F i r L a r c h # 1 5 x & L a r g e r 1,350 1 7 0 3 1 . 2 DF L # 1 D O U G L A S F I R L A R C H # 1 1 , 0 0 0 1 8 0 3 1 . 2 24 F - V 4 Gl u e L a m i n a t e d T i m b e r 2 4 F - V 4 D F / D F 2,400 2 6 5 3 9 . 9 PR O J E C T : St a r b u c k s - R e x b u r g , I D JO B N O . : U1 4 7 7 . 0 0 9 . 2 2 1 SU B J E C T : BE A M S 24 F - V 8 Gl u e L a m i n a t e d T i m b e r 2 4 F - V 8 D F / D F 2,400 2 6 5 3 9 . 9 LV L ( 1 . 9 ) M I C R O L L A M L V L ( 1 . 9 E ) 2 , 6 0 0 2 8 5 4 1 . 8 LV L ( 2 . 0 ) VE R S A - L A M ( 2 . 0 E ) 2,600 2 8 5 4 1 . 8 DE S I G N L O A D S : Lo a d T y p e s : Sn o w * I S Li v e D e a d Lo a d C o m b i n a t i o n s : LS L TI M B E R S T R A N D L S L ( 1 . 3 E ) 1,700 4 0 0 4 1 . 8 Ro o f 3 5 2 0 2 5 LC 2 : D + L CR I T E R I A ( L / ) D TL D LL D DL D Lr / S PS L P A R A L L A M P S L ( 2 . 0 E ) 2 , 9 0 0 2 9 0 4 1 . 8 Fl o o r LC 3 : D + ( L r o r S ) A (B L A N K ) 24 0 3 6 0 2 4 0 ST L 3 6 G R A D E 3 6 S T E E L 2 1 , 6 0 0 1 4 , 4 0 0 4 9 0 Wa l l 1 8 LC 4 : D + . 7 5 L + . 7 5 ( L r o r S ) B 2 4 0 4 8 0 2 4 0 ST L 4 6 GR A D E 4 6 S T E E L 27,700 1 6 , 5 0 0 4 9 0 Ad d . 2 * S DS t o d e a d l o a d ? Ye s 0 . 0 8 5 =. 2 * S DS C 6 0 0 8 0 0 2 4 0 ST L 5 0 GR A D E 5 0 S T E E L 30,000 2 0 , 0 0 0 4 9 0 La b e l Le n g t h 'L ' ( f t ) Ro o f Tr i b (f t ) Fl o o r Tr i b (f t ) W a l l Tr i b (f t ) Ad d ' l Li v e Lo a d (p l f ) Ad d ' l Lr / S Lo a d (p l f ) Ad d ' l De a d Lo a d (p l f ) Po i n t Lo a d Fr o m React (A,B) Di s t 'a ' (f t ) Po i n t Li v e Lo a d 'P LL ' (l b ) Po i n t Ro o f Lo a d 'P Lr / S ' (l b ) Po i n t De a d Lo a d 'P DL ' (l b ) # PLIES Gr a d e S i z e "BM/HDR" D CRITERIA C r C D C F, V , C L R a ( l b ) R b ( l b ) M ma x (f t - l b ) M al l o w (f t - l b ) V ma x (l b ) V al l o w (l b ) D TL (i n ) D TLallow (in)D LL (in)D LLallow (in)D Lr/S (in)D Lr/Sallow (in)1.5DL GLB Camb C h e c k RB 1 3 . 5 1 1 0 7 2 (1 ) D F 1 ( 5 x ) 6 X 6 H 1 . 0 0 1 . 0 0 1 . 0 0 5 6 5 5 6 5 4 9 4 3 1 2 0 4 1 7 3 4 2 8 0 . 0 0 8 0 . 1 7 5 0 . 1 1 7 0 . 0 0 3 0 . 1 7 5 0 . 1 6 M RB 2 1 9 4 1 0 7 2 (1 ) S T L 4 6 HS S 1 0 X 5 X . 2 5 0 H 1 . 0 0 1 . 0 0 1 . 0 0 4 9 2 8 4 9 2 8 2 3 4 0 8 4 8 8 9 2 4 7 1 2 7 1 5 0 8 0 . 6 1 1 0 . 9 5 0 0 .633 0 . 2 5 0 0 . 9 5 0 0 . 6 4 D RB 3 7 . 7 5 1 1 0 7 2 (1 ) 2 4 F - V 4 5 - 1 / 8 X 1 2 H 1 . 0 0 1 . 0 0 1 . 0 0 1 2 9 2 1 2 9 2 2 5 0 3 2 4 6 0 0 9 5 9 1 08 6 5 0 . 0 2 0 0 . 3 8 8 0 . 2 5 8 0 . 0 0 7 0 . 3 8 8 S T D 0 . 1 0 M RB 4 1 1 . 7 5 1 7 1 0 5 0 4 (1 ) 2 4 F - V 4 5 - 1 / 8 X 1 3 - 1 / 2 H 1 . 0 0 1 . 1 5 1 . 0 0 1 0 1 4 4 1 0 1 4 4 2 9 7 9 9 3 5 80 5 8 2 0 2 1 4 0 5 7 0 . 3 9 2 0 . 5 8 8 0 . 3 9 2 0 . 2 4 9 0 . 5 8 8 S T D 0 . 8 3 M RB 5 4 . 7 5 1 7 1 0 1 3 1 . 4 (1 ) D F 1 ( 5 x ) 6 X 8 H 1 . 0 0 1 . 1 5 1 . 0 0 3 1 9 1 3 1 9 1 3 7 9 0 6 6 7 1 2 3 5 2 5 3 7 6 0. 0 4 7 0 . 2 3 8 0 . 1 5 8 0 . 0 2 5 0 . 2 3 8 0 . 5 7 M RB 6 7 . 7 5 1 4 . 4 1 0 1 3 1 . 4 (1 ) D F 1 ( 5 x ) 6 X 1 0 H 1 . 0 0 1 . 1 5 1 . 0 0 4 6 1 2 4 6 1 2 8 9 3 7 1 0 7 0 3 3 6 7 0 6 8 10 0 . 1 4 5 0 . 3 8 8 0 . 2 5 8 0 . 0 7 7 0 . 3 8 8 0 . 8 3 M RB 7 5 . 9 1 1 5 7 2 (1 ) D F 1 ( 5 x ) 6 X 6 H 1 . 0 0 1 . 0 0 1 . 0 0 1 2 2 5 1 2 2 5 1 8 0 6 3 1 2 0 1 0 3 4 3 4 2 8 0. 0 8 7 0 . 2 9 5 0 . 1 9 7 0 . 0 2 3 0 . 2 9 5 0 . 5 8 M RB 8 1 1 . 3 3 1 7 6 4 . 7 5 (1 ) 2 4 F - V 4 5 - 1 / 8 X 1 0 - 1 / 2 B 1 . 0 0 1 . 1 5 1 . 0 0 6 2 2 5 6 2 2 5 1 7 6 3 1 2 1 6 6 0 5 2 6 3 1 0 9 3 3 0 . 4 5 8 0 . 5 6 7 0 . 3 7 8 0 . 2 7 5 0 . 5 6 7 S T D 0 . 8 1 M RB 9 1 0 . 8 3 3 1 5 6 4 . 7 5 (1 ) D F 1 ( 5 x ) 6 X 1 0 H 1 . 0 0 1 . 0 0 1 . 0 0 2 8 8 3 2 8 8 3 7 8 0 7 9 3 0 7 2 4 6 2 5 9 2 2 0 . 2 4 7 0 . 5 4 2 0 . 3 6 1 0 . 0 7 9 0 . 5 4 2 0 . 8 4 M 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 OU T O F P L A N E W I N D C H E C K : 0 . 6 W = 1 9 . 5 p s f ; t r i b = 9 ' RB 2 1 9 1 7 5 . 5 1 S T L 4 6 HS S 1 0 X 5 X . 2 5 0 H 1 . 0 0 1 . 0 0 1 . 0 0 1 8 8 2 1 8 8 2 8 9 3 7 4 8 8 9 2 1 7 9 9 6 2 4 0 7 0. 6 8 3 0.950 0 . 6 0 6 0 . 6 3 3 0 . 9 5 0 0 . 9 6 D RB 2 1 9 1 3 1 . 6 1 2 4 F - V 4 5 - 1 / 8 X 2 8 - 1 / 2 H 1 . 0 0 1 . 0 0 1 . 0 0 1 6 3 5 1 6 3 5 7 7 6 8 2 4 9 5 2 1 2 26 2 5 8 0 4 0. 9 8 7 0 . 9 5 0 0.633 0 . 7 5 5 0 . 9 5 0 S T D 1.04 D RB 3 7 . 7 5 1 7 5 . 5 1 2 4 F - V 4 5 - 1 / 8 X 1 2 H 1 . 0 0 1 . 0 0 1 . 0 0 7 4 6 7 4 6 1 4 4 6 1 0 5 0 6 5 5 4 1 0 8 6 5 0. 0 7 3 0 . 3 8 8 0 . 0 6 6 0 . 2 5 8 0 . 3 8 8 S T D 0 . 2 6 D RB 4 1 1 . 7 5 1 7 5 . 5 1 2 4 F - V 4 5 - 1 / 8 X 1 3 - 1 / 2 H 1 . 0 0 1 . 0 0 1 . 0 0 1 1 4 4 1 1 4 4 3 3 6 0 1 1 8 2 0 9 2 5 1 2 2 2 3 0. 3 4 5 0.588 0 . 3 1 1 0 . 3 9 2 0 . 5 8 8 S T D 0 . 7 9 D RB 5 4 . 1 1 7 5 . 5 1 D F 1 ( 5 x ) 6 X 1 0 H 1 . 0 0 1 . 0 0 1 . 0 0 3 8 3 3 8 3 3 9 3 5 3 8 8 2 3 5 5 9 2 2 0 . 0 0 6 0.205 0 . 0 0 5 0 . 1 3 7 0 . 2 0 5 0 . 0 7 M RB 9 1 0 . 8 3 1 7 5 . 5 1 D F 1 ( 5 x ) 6 X 1 0 H 1 . 0 0 1 . 0 0 1 . 0 0 1 0 1 2 1 0 1 2 2 7 3 9 5 3 8 8 8 6 4 5 9 2 2 0. 2 7 4 0.542 0 . 2 5 8 0 . 3 6 1 0 . 5 4 2 0 . 7 1 D 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 TR A S H E N C L O S U R E 1. 0 0 1 . 0 0 1 . 0 0 RB 1 1 9 . 5 1 0 - 1 4 9 . 5 (1 ) S T L 4 6 HS S 8 X 6 X . 2 5 0 B 1 . 0 0 1 . 0 0 1 . 0 0 4 5 9 2 4 5 9 2 2 2 3 8 7 3 8 7 9 2 4 3 5 7 5 6 1 3 0 0 . 9 3 4 0 . 9 7 5 0 .650 0 . 6 9 4 0 . 9 7 5 0 . 9 6 D RB 2 2 2 2 (1 ) S T L 4 6 HS S 1 2 X 4 X . 1 8 8 B 1 . 0 0 1 . 0 0 1 . 0 0 1 5 2 0 1 5 2 0 8 3 5 9 4 4 3 5 0 1 4 7 4 6 1 7 0 4 0 . 2 7 4 1 . 1 0 0 0 . 733 0 . 1 3 9 1 . 1 0 0 0 . 2 5 D 1. 0 0 1 . 0 0 1 . 0 0 Ca n o p y 1. 0 0 1 . 0 0 1 . 0 0 CB 1 1 4 . 5 30 (1 ) S T L 4 6 HS S 1 2 X 4 X . 1 8 8 B 1 . 0 0 1 . 0 0 1 . 0 0 3 5 0 3 5 0 1 2 6 9 4 4 3 5 0 3 3 4 6 1 7 0 4 0 . 0 1 8 0 . 7 2 5 0 . 4 8 3 0.725 0 . 0 3 M CB 2 9 . 5 1 CB 1 A 5 . 3 3 5 0 1 S T L 4 6 HS S 1 2 X 4 X . 1 8 8 B 1 . 0 0 1 . 0 0 1 . 0 0 1 4 4 7 6 1 4 0 7 4 4 3 5 0 1 4 2 1 6 1 7 0 4 - 0 . 0 0 4 0 . 4 7 5 0 . 3 1 7 0 . 0 0 1 0 . 4 7 5 0 . 0 7 D Ca n t i l e v e r e d e n d c o n d i t i o n s C a n t i l e v e r e d E n d : A @ S u p p o r t 2 9 5 3 4 4 3 5 0 @ e n d 0 . 0 3 9 0 . 5 3 0 0 . 3 5 3 0 . 0 0 3 0 . 5 3 0 CB 3 8 10 0 C B 2 A 6 4 0 3 1 0 4 3 1 S T L 4 6 HS S 1 2 X 4 X . 1 8 8 B 1 . 0 0 1 . 0 0 1 . 0 0 3 9 8 1 - 8 7 8 1 7 1 8 4 4 3 5 0 3 9 4 2 6 1 7 0 4 - 0 . 0 0 9 0 . 4 0 0 0 .267 0 . 0 0 3 0 . 4 0 0 0 . 2 4 M Ca n t i l e v e r e d e n d c o n d i t i o n s C a n t i l e v e r e d E n d : A @ S u p p o r t 1 0 8 1 1 4 4 3 5 0 @ e n d 0 . 1 4 5 0 . 6 0 0 0 . 4 0 0 0 . 0 0 6 0 . 6 0 0 CB 4 1 2 30 (1 ) S T L 4 6 HS S 1 2 X 4 X . 1 8 8 B 1 . 0 0 1 . 0 0 1 . 0 0 2 9 0 2 9 0 8 6 9 4 4 3 5 0 2 7 4 6 1 7 0 4 0 . 0 0 8 0 . 6 0 0 0 . 4 0 0 0 .600 0 . 0 2 M CB 5 8 10 0 5 . 3 1 S T L 4 6 HS S 1 2 X 4 X . 1 8 8 B 1 . 0 0 1 . 0 0 1 . 0 0 1 3 0 8 2 6 5 2 9 8 4 4 3 5 0 1 2 6 8 6 1 7 0 4 0 . 0 0 0 0 . 4 0 0 0 . 2 6 7 0 . 4 0 0 0 . 0 4 M Ca n t i l e v e r e d e n d c o n d i t i o n s C a n t i l e v e r e d E n d : A @ S u p p o r t 1 6 6 1 4 4 3 5 0 @ e n d 0 . 0 1 4 0 . 5 3 0 0 . 3 5 3 0 . 5 3 0 TR E L L I S 1 0 2 3 0 (1 ) S T L 4 6 HS S 1 0 X 2 X . 1 2 5 B 1 . 0 0 1 . 0 0 1 . 0 0 7 9 5 7 9 5 1 9 8 9 1 6 3 4 0 7 6 9 2 5 4 0 7 0 . 0 4 3 0 . 5 0 0 0 . 3 3 3 0.019 0 . 5 0 0 0 . 1 2 M 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 1. 0 0 1 . 0 0 1 . 0 0 Co p y r i g h t © 2 0 1 8 V e c t o r S t r u c t u r a l E n g i n e e r i n g , L L C 2000000 13000001700000 Th i s E x c e l w o r k b o o k c o n t a i n s p r o p r i e t a r y i n f o r m a t i o n be l o n g i n g t o V e c t o r S t r u c t u r a l E n g i n e e r i n g , L L C , a n d m a y b e ne i t h e r w h o l l y n o r p a r t i a l l y c o p i e d o r r e p r o d u c e d w it h o u t t h e pr i o r w r i t t e n p e r m i s s i o n o f V e c t o r S t r u c t u r a l E n g i n ee r i n g , L L C . 29,000,00016000001700000 29,000,000180000019000001800000200000029,000,000Page 6 of 84 VECTOR STRUCTURAL ENGINEERS GRADES c COVE Fc (psi) DF1 (5x)Douglas Fir Larch #1 5x & Larger0.8 0.25 1,000 DFL#1 DOUGLAS FIR LARCH #1 0.8 0.25 1,450 PROJECT:Starbucks - Rexburg, ID JOB NO.:U1477.009.221 SUBJECT:COLUMNS DFL#2 DOUGLAS FIR LARCH #20.8 0.25 1,300 DFLSTUD Douglas Fir Larch Stud 0.8 0.25 825 NOTE: COLUMN CAPACITIES LISTED ARE INTENDED AS GENERAL REFERENCE ONLY AND MAY 24F-V4 0.9 0.10 1,650 NOT CORRELATE WITH SPECIFIC CALL-OUTS ON PLANS.24F-V8 0.9 0.10 1,650 LSL 0.9 0.10 1,400 LVL (1.9) 0.9 0.10 2,510 PSL 0.9 0.10 2,500 LVL (2.0) 0.9 0.10 2,510 Effect Length strong dir 'l1 ' (ft) Effect Length weak dir 'l2 ' (ft) Grade Size Cm CD CF l1 /d l2 /b l/d control Kf KcE FcE (psi) Fc* (psi)c CP Column Area 'A' (in2)Fc' (psi) 17 2 DFLSTUD (2)2X4 1.00 1.00 1.15 58.29 8.00 58.29 1 0.3 124 949 0.8 0.13 10.5 120.24 17 2 DFLSTUD (3)2X4 1.00 1.00 1.15 58.29 5.33 58.29 1 0.3 124 949 0.8 0.13 15.75 120.24 17 2 DFLSTUD (4)2X4 1.00 1.00 1.15 58.29 4.00 58.29 1 0.3 124 949 0.8 0.13 21 120.24 17 2 DFLSTUD (5)2X4 1.00 1.00 1.15 58.29 3.20 58.29 1 0.3 124 949 0.8 0.13 26.25 120.24 17 2 DFLSTUD (2)2X6 1.00 1.00 1.10 37.09 8.00 37.09 1 0.3 306 908 0.8 0.31 16.5 280.46 17 2 DFLSTUD (3)2X6 1.00 1.00 1.10 37.09 5.33 37.09 1 0.3 306 908 0.8 0.31 24.75 280.46 17 2 DFLSTUD (4)2X6 1.00 1.00 1.10 37.09 4.00 37.09 1 0.3 306 908 0.8 0.31 33 280.46 17 2 DFLSTUD (5)2X6 1.00 1.00 1.10 37.09 3.20 37.09 1 0.3 306 908 0.8 0.31 41.25 280.46 17 17 DFL#2 4X4 1.00 1.00 1.15 58.29 58.29 58.29 1 0.3 141 1495 0.8 0.09 12.25 138.58 17 17 DFL#2 4X6 1.00 1.00 1.10 37.09 58.29 58.29 1 0.3 141 1430 0.8 0.10 19.25 138.44 17 17 DFL#2 4X8 1.00 1.00 1.05 28.14 58.29 58.29 1 0.3 141 1365 0.8 0.10 25.375 138.29 17 17 DFL#2 4X10 1.00 1.00 1.00 22.05 58.29 58.29 1 0.3 141 1300 0.8 0.11 32.375 138.13 17 17 DFL#2 4X12 1.00 1.00 1.00 18.13 58.29 58.29 1 0.3 141 1300 0.8 0.11 39.375 138.13 17 17 DF1 (5x) 6X4 1.00 1.00 1.00 58.29 37.09 58.29 1 0.3 150 1000 0.8 0.15 19.25 145.31 17 17 DF1 (5x) 6X6 1.00 1.00 1.00 37.09 37.09 37.09 1 0.3 371 1000 0.8 0.34 30.25 336.81 17 17 DF1 (5x) 6X8 1.00 1.00 1.00 27.20 37.09 37.09 1 0.3 371 1000 0.8 0.34 41.25 336.81 17 17 DF1 (5x) 6X10 1.00 1.00 1.00 21.47 37.09 37.09 1 0.3 371 1000 0.8 0.34 52.25 336.81 17 17 DF1 (5x) 6X12 1.00 1.00 1.00 17.74 37.09 37.09 1 0.3 371 1000 0.8 0.34 63.25 336.81 Slender Slender 0 Slender 0 Slender 0 0 9,255 11,569 0 Slender 6,941 Exx (psi) 1,800,000 1,900,000 2,000,000 1,700,000 0 2,000,000 0 1,300,000 1,700,000 4,628 Slender 0 Slender Max allowable load 'P' (lb) notes Slender 0 Slender Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. 1,600,000 1,400,000 1,800,000 17,598 21,303 0 Slender 10,188 13,893 Page 7 of 84 VECTOR STRUCTURAL ENGINEERS PROJECT:Starbucks - Rexburg, ID JOB NO.:U1477.009.221 SUBJECT:STUDS & OTHER MEMBERS DESIGN LOADS (psf)Dead Live Snow Roof 23 20 35 Floor 0 0 Exterior Wall 17 Interior Wall 8 LOADING PARAMETERS Label:Typ. Ext. Frnt WallTyp. Ext. Frnt WallTyp. Ext. End WallTyp. Ext. End Wall OPENING OPENING OPENING Wind/Wall Tributary (ft) 1.33 1.33 1.33 1.00 7.33 3.33 5.33 Bending Axis Strong Strong Strong Strong Strong Strong Strong Roof Tributary (ft) 14.5 14.5 1 1 1 1 1 Floor Tributary (ft) Additional Dead Load (lbs) Additional Floor Live Load (lbs) Additional Roof Live Load (lbs) Additional Snow Load (lbs) Location for Wind Loading C&C Zone 4 C&C Zone 5 C&C Zone 4 C&C Zone 5 C&C Zone 4 C&C Zone 4 C&C Zone 4 Mean Roof Height (ft) 20 20 20 20 20 20 20 Design Wind Speed (mph) 105 105 105 105 105 105 105 Exposure C C C C C C C Axial Loads (lbs): Dead 613 613 223 168 1103 501 802 Floor Live 0 0 0 0 0 0 0 Roof Live 386 386 27 20 147 67 107 Snow 675 675 47 35 257 117 187 Bending Load (plf): Wind 33.3 38.4 33.3 28.9 174.9 83.3 133.4 MEMBER PROPERTIES Strong-Axis Unbraced Length, l1 (ft)15 15 17 17 15 15 15 Weak-Axis Unbraced Length, l2 (ft)1 1 1 1 1 1 1 Compression Edge Unbraced Length, lu (ft)1 1 1 1 1 1 1 Grade DFL#2 DFL#2 DFL#1 DFL#1 DFL#2 DFL#2 DFL#2 Size 2x6 2x6 2x6 2x6 2x6 2x6 2x6 Quantity of Members 1 1 1 1 4 2 3 SPECIAL CONDITIONS Moisture Category Normal Normal Normal Normal Normal Normal Normal Temperature Category ≤100° ≤100° ≤100° ≤100° ≤100° ≤100° ≤100° Incising?No No No No No No No Repetitive Member Category Rep. (Special) Rep. (Special) Rep. (Special) Rep. (Special) Rep. (Special) Rep. (Special) Rep. (Special) Finish Type Plaster/Stucco Plaster/Stucco Plaster/Stucco Plaster/Stucco Plaster/Stucco Plaster/Stucco Plaster/Stucco SECTION PROPERTIES Width, b (in)1.5 1.5 1.5 1.5 1.5 1.5 1.5 Depth, d (in)5.5 5.5 5.5 5.5 5.5 5.5 5.5 Moment of Inertia, I (in4)20.796875 20.796875 20.796875 20.796875 20.796875 20.796875 20.796875 Section Modulus, S (in3)7.5625 7.5625 7.5625 7.5625 7.5625 7.5625 7.5625 DESIGN VALUES Fbx (psi)875 875 1000 1000 875 875 875 Fby (psi)875 875 1000 1000 875 875 875 Fc (psi)1300 1300 1450 1450 1300 1300 1300 Exx (psi)1600000 1600000 1700000 1700000 1600000 1600000 1600000 Eyy (psi)1600000 1600000 1700000 1700000 1600000 1600000 1600000 Eminxx (psi)580000 580000 620000 620000 580000 580000 580000 Eminyy (psi)580000 580000 620000 620000 580000 580000 580000 RESULTS D+L 18% 18% 8% 6% 8% 7% 8% D+Lr 29% 29% 9% 6% 9% 8% 9% D+S 37% 37% 9% 7% 10% 9% 10% D+0.75L+0.75Lr 26% 26% 8% 6% 9% 8% 8% D+0.75L+0.75S 33% 33% 9% 7% 9% 9% 9% D+0.6W 47% 54% 45% 38% 53% 50% 54% D+0.75L+0.42W+0.75Lr 41% 46% 32% 27% 38% 35% 38% D+0.75L+0.42W+0.75S 47% 53% 32% 27% 38% 36% 38% Deflection Limit (L/) 360 360 360 360 360 360 360 Deflection (L/)508 440 371 427 386 406 380 Column Slenderness, le/d 32.7 32.7 37.1 37.1 32.7 32.7 32.7 Beam Slenderness, RB 7.8 7.8 7.8 7.8 7.8 7.8 7.8 Unity Check 71% 82% 97% 84% 93% 89% 95% Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Page 8 of 84 PROJECT:Starbucks - Rexburg, ID PROJECT NO.:U1477.009.221 SUBJECT:PARAPET Parapet Component & Cladding Wind Load Note: Calculations per ASCE7-16 Top of Parapet Elevation, k = hp (ft): 25 Roof Deck Elevation (ft): 18 Exposure Category: C Section 26.7 Velocity Pressure Exposure Coefficient, Kh: 0.95 Table 30.3-1 Topographic Factor, Kht:1.0 Section 26.8 Wind Directionality Factor, Kd:0.85 Table 26.6-1 Ultimate Wind Speed, V [mph]: 105 Elevation Factor, Ke:0.84 Section 26.9 Velocity Pressure, qh [psf]:19.0 Equation 26.10-1 qh=0.00256KhKhtKdV2 Enclosure Classification, Wall: Enclosure Classification, Roof: External Pos. Wall Pressure Coefficient, GCp:1.0 Figure 30.3-1 External Neg. Wall Pressure Coefficient, GCp:1.4 Figure 30.3-1 External Neg. Roof Pressure Coefficient, GCp:2.6 Figure 30.3-5A p =qh[(GCp)-(Gcpi)]Equation 30.9-1 Case A Design Wind Pressure, p (psf): 68.5 (1.0 Wind) Case B Design Wind Pressure, p (psf): 76.1 (1.0 Wind) ASD Design Pressure, p (psf): 45.7 (ASD Wind) Monoslope Roofs 3° ≤ θ ≤ 10°, h ≤ 60 ft Walls, h ≤ 60 ft This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Copyright © 2023 Vector Structural Engineering, LLC Page 9 of 84 PROJECT:Starbucks - Rexburg, ID PROJECT NO.:U1477.009.221 SUBJECT:PARAPET This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Copyright © 2023 Vector Structural Engineering, LLC Page 10 of 84 VECTOR STRUCTURAL ENGINEERS PROJECT:Starbucks - Rexburg, IDJOB NO.:U1477.009.221 SUBJECT:FOOTINGS AND FOUNDATIONS EFP 35 psf FOOTINGS f'c 2500 psi Assumed Soil Bearing Pressure fy 60000 psi q= 2000 psf Continuous Footings: Title Width (in)Depth (in)Loads (plf)#4 Bars CF1.5 18 10 3000 2 CF1.8 20 10 3333.333 2 CF2.0 24 8 4000 2 CF2.5 30 12 5000 4 CF3.0 36 12 6000 4 CF3.5 42 12 7000 5 CF4.0 48 12 8000 6 CF1.0 12 12 2000 2 CF1.25 15 12 2500 2 Spread Footings Title Width (in) Depth (in)Loads (lb)#4 Bars F1.5 18 12 4500 2 F2.0 24 12 8000 3 F2.5 30 12 12500 4 F3.0 36 12 18000 4 F3.5 42 12 24500 5 F4.0 48 12 32000 6 F4.5 54 12 40500 6 F5.0 60 12 50000 7 F5.5 66 12 60500 8 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Page 11 of 84 N:\Logos\VectorLogo.gif JOB NO.:U1477.009.221 PROJECT:STARBUCKS - REXBURG, ID Components & Cladding Wind Calculations: Label:Note: Calculations per ASCE-16 SITE-SPECIFIC WIND PARAMETERS: Basic Wind Speed [mph]: 105 Notes: Exposure Category: C Elevation (AMSL): 4854 ft ADDITIONAL INPUT & CALCULATIONS: Height of roof, h [ft]:22 Comp/Cladding Location: Enclosure Classification: GCp:1.2 Figure 30.3-1 (enter largest abs. value) α: 9.5 Table 26.11-1 zg [ft]:900 Table 26.11-1 Kh:0.920 Table 26.10-1 K1:Figure 26.8-1 (leave blank for negligible topographic effects) K2:Figure 26.8-1 (leave blank for negligible topographic effects) K3:Figure 26.8-1 (leave blank for negligible topographic effects) Kzt:1 Equation 26.8-1 Kd:0.85 Table 26.6-1 Ke:0.84 Table 26.9-1 Velocity Pressure, qh [psf]:18.52 Equation 26.10-1 GCpi:0.55 Table 26.13-1 (largest abs. value) OUTPUT: Design Pressure, p [psf]: 32.41 psf (1.0W) Partially Enclosed Buildings Copyright © 2023 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Walls ()()[]piphGCGCqp-= See attached FRP material and section properties. Page 12 of 84 A 1 B C D E F G H 2 3 4 5 P1 NO H.D. 14' -4"H D U 11 H D U 11 P1 18 ' - 10 " P1 20' -0" NO H.D. P1 NO H.D. 14' -6" MIN CONT. SHTH'G P3 6' - 4" P3 6' - 4"H D1 9 P3 6' - 6" P3 6' - 6" PROJECT: PROJECT NO.: HALF-SIZE PRINT STARBUCKS -REXBURG, ID U1477.009.221 1/4" = 1'-0" SHEAR WALL PLAN - CALC W2 W5 W1 W3 W2 W4 Page 13 of 84 PROJECT:Starbucks - Rexburg, ID JOB NO.:U1477.009.221 SUBJECT:LATERAL LOADS DESIGN OF ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS FOR LATERAL LOADS Seismic Parameters (ASCE 7-16 Chapters 11, 12, & 22) Site Class: D S. 11.4.2 N = 1 S. 12.8.2.1 R = 6.5 T. 12.2-1 Ct =0.02 T. 12.8-2 Per Table 11.6-1: C Ss =0.438 F. 22-1 hn (ft) =17 S. 12.8.2.1 Per Table 11.6-2: D S1 =0.155 F. 22-2 x = 0.75 T. 12.8-2 SDC: D S. 11.6 Fa =1.4496 T. 11.4-1 Ta =0.17 E. 12.8-7 IE =1.00 T. 1.5-2 Fv =2.29 T. 11.4-2 T0=0.11 S. 11.4.5 CSMAX=0.217 E. 12.8-3,4 SMS =0.63 E. 11.4-1 TS=0.56 S. 11.4.5 CS=0.065 E. 12.8-2 SM1 =0.35 E. 11.4-2 CU=1.46 T. 12.8-1 CSMIN=0.019 E. 12.8-5,6 SDS =0.423 E. 11.4-3 TL=8 F. 22-12 CSCONTROL=0.065 S. 12.8.1.1 SDI =0.237 E. 11.4-4 Sa=0.423 S. 11.4.5 CSCONTROL*.7=0.046 S. 2.4.1 Seismic Analysis Req'd? Yes IBC 1613.1 Perform Seismic Analysis? Yes Wind Parameters (ASCE 7-16 Chapter 26) Wind areas labeled C and D are used for calculating line loads on the following sheet. Elevation (ft): 4853.8 Risk Category: II Basic Wind Speed (mph): 105 Exposure Category: C Kzt:1.00 Ke: 0.84 BASIC WIND ROOF SPEED ANGLE LOAD (mph) (degrees) CASE A B C D E F G H EOH GOH 0 to 5° 1 17.5 -9.0 11.6 -5.3 -21.1 -11.9 -14.6 -9.3 -29.5 -23.0 10° 1 19.7 -8.2 13.1 -4.7 -21.1 -12.8 -14.6 -9.9 -29.5 -23.0 15° 1 22.0 -7.3 14.6 -4.1 -21.1 -13.7 -14.6 -10.5 -29.5 -23.0 105 20° 1 24.3 -6.4 16.2 -3.5 -21.1 -14.6 -14.6 -11.1 -29.5 -23.0 25° 1 22.0 3.5 15.9 3.7 -9.8 -13.3 -7.0 -10.7 -18.2 -15.4 2 -3.7 -7.2 -1.1 -4.6 30° to 45° 1 19.7 13.4 15.6 10.7 1.5 -11.9 0.5 -10.2 -6.9 -7.9 2 19.7 13.4 15.6 10.7 7.6 -6.0 6.6 -4.3 -6.9 -7.9 Note: Wind load determined from pressures below will be multiplied by 0.6 (ASD load factor on wind loads) MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 FIGURE 28.6-1 SIMPLIFIED DESIGN WIND PRESSURE, P s30 (psf) (Exposure B at h=30 feet) OVERHANGS ZONES Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Determination of SDC: HORIZONTAL PRESSURES VERTICAL PRESSURES Page 14 of 84 PROJECT:Starbucks - Rexburg, ID JOB NO.:U1477.009.221 SUBJECT:LINE LOADS Roof DL 23 psf Level Descriptions Seismic Snow 7 psf Label Height (ft) Wcontrol (lb) Vnorm (lb) Vredist (lb)Redist Fact k= 1 Floor DL 0 psf Roof 17 153654 10006 10006 1.00 Swihi k=2612118 Wall DL 17 psf 0 0 0 1.00 Period, T 0.17 sec 0 0 0 1.00 0 0 0 1.00 Total Weight (lb) 153654 Estimated Total Weight in Longitudinal Direction 139392 Total Base Shear (lb) 10006 Estimated Total Weight in Transverse Direction 153654 Percent difference in estimated weights 9.3% Seismic Line Loads Label Width Level Direction Number of times to include Roof Trib (ft) Floor Trib (ft) Wall Trib Height (ft) Ext Wall Length (ft) Other Weight (lb/ft) Total Weight (lb/ft) Total Force (lb/ft) Cvx - Redist Factor Revised Force (lb/ft) Force Redist to 1 w1 83 Roof TRANS 1 35 14 236 1727 112 1.00 112 NO w2 29 Roof LONG 1 83 13 224 4197 273 1.00 273 NO w3 5 Roof LONG 1 64 1 138 -832 1557 101 1.00 101 NO w4 5 Roof LONG 1 12 14 34 1978 129 1.00 129 NO w5 15 Roof TRANS 1 34 1 98 -442 689 45 1.00 45 NO w6 1 0 0 0 1.00 0 NO w7 1 0 0 0 1.00 0 NO w8 1 0 0 0 1.00 0 NO w9 1 0 0 0 1.00 0 NO w10 1 0 0 0 1.00 0 NO w11 1 0 0 0 1.00 0 NO w12 1 0 0 0 1.00 0 NO w13 1 0 0 0 1.00 0 NO w14 1 0 0 0 1.00 0 NO w15 1 0 0 0 1.00 0 NO w16 1 0 0 0 1.00 0 NO w17 1 0 0 0 1.00 0 NO w18 1 0 0 0 1.00 0 NO w19 1 0 0 0 1.00 0 NO w20 1 0 0 0 1.00 0 NO Wind Line Loads Surface type 'C' is flat wall and 'D' is sloped roof, 'CP1' and 'CP2' represent parapets on only one side and both sides of the structure, respectively Label Roof Pitch /12 Mean Roof Height (ft) Surface Type 1 Equiv Height Exposed (ft) Surface Type 2 Equiv Height Exposed (ft) Roof Angle (°) Applied Interior Press 1 (psf) Applied Interior Press 2 (psf) Applied End Zone Press 1 (psf) Applied End Zone Press 2 (psf) Height & Exp Coeff, λ Total Int Unif Load (plf) Total End Zone Unif Load (plf) w1 0.25 20 C 8.5 CP2 5.5 1.2 14.96 54.09 22.58 54.09 1.29 424.70 489.39 w2 0.25 20 C 8.5 CP2 4.25 1.2 14.96 54.09 22.58 54.09 1.29 357.08 421.78 w3 0.25 20 C 1 1.2 14.96 0.00 22.58 0.00 1.29 16.00 22.58 w4 0.25 20 C 8.5 CP2 5.5 1.2 14.96 54.09 22.58 54.09 1.29 424.70 489.39 w5 0.25 20 C 1 1.2 14.96 0.00 22.58 0.00 1.29 16.00 22.58 w6 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w7 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w8 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w9 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w10 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w11 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w12 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w13 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w14 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w15 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w16 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w17 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w18 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w19 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w20 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Page 15 of 84 PROJECT:PROJECT NAME JOB NO.:U1477.009.221 SUBJECT:SHEAR WALL SHEET EXPLANATION rApplied =1 ri Loc Roof DL (psf) = 44 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 20 1.00 A-1ST Floor DL (psf) =12 Allowable Seismic Aspect Ratio = 3.5 1.00 A-2ND Allowable Wind Aspect Ratio = 3.5 r calculated in accordance with ASCE7-10 Section 12.3.4.1 Comb. Overstrength Factors: (Ω-0.5)/1.2 =2.08 LINE: A 2ND STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location Seis (lbs)Wind (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w1 10 Major 20 1.00 Offset 91.6 113.0 145.5 6 166 8 114 None 1.00 Offset 8 1.00 Above Plate h (ft)= 10 Total 916 1296 Include W for irregularities (above)?162 Max opening height (ft)= 10 Apply 2w/l reduction? Yes 100% Perforated SW? No Shear Length (ft)= 8 Story V (K)= 1831 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 10 Max allow. drift (in) 3 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem 'w'- edge dist) OTM (wind, seismic) (ft-lb) .6*RM (ft- lb) Aspect Ratio 2w/l Reduct. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall D (in) 3 2 P1 S1 CS16 4859 351 3.33 0.60 114 156 162 365 372 1502 1705 0.19 5 2 P1 S1 CS16 8098 976 2.00 1.00 114 260 162 365 372 1424 1705 0.18 Add'l Comments:Max:0.19 LINE: A 1ST STORY Rdl (ft) Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location Seis (lbs)Wind (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) Ltotal (ft)12 Fdl (ft)5 w3 10 Major 20 1.00 Offset 99.9 100.9 152.5 6 8 125 DL (plf) 160 None 1.00 Offset 8 Wall type P2 Opening (ft)4 A-2ND 1.00 Above 916 1296 HD STHD10 8"-Corner Plate h (ft)= 10 Total 1915 2305 Include W for irregularities (above)?126 T (lb) 1345 HD cap 2940 Max opening height (ft)= 4 Seis (plf) 367 Cap (plf) 380 Apply 2w/l reduction? Yes 50% Perforated SW? No Shear Length (ft)= 8 Story V (K)= 3830 Wind (plf) 442 Cap (plf) 520 Opening elevation 2 Force Transfer @ Openings? Yes Wall DL (psf)= 10 Max allow. drift (in) 3 Strap (lb) 884 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem 'w'- edge dist) OTM (wind, seismic) (ft-lb) .6*RM (ft- lb) Aspect Ratio 2w/l Reduct. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall D (in) 3 PERF/FTAO SHEAR-WALL CALCULATIONS APPLY - SEE ABOVE 1.33 1.00 5 0.80 1.00 Add'l Comments:Max:0.00 Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Perf/FTAO Wall Info Seis (Load vs. Allow.) 198 Perf/FTAO Wall Info Wind (Load vs. Allow.) 276 Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Global ρ value applied Calculated ρ values and controlling locations Diaphragm shear calculations PERF/ FTAO wall calcs where applicable Loads applied along line, as calculated previously Aspect ratio limits Selection of wall type, 'No' for both means a segmented wall Type of wind zone reaction, see below Major reactionMinor Reaction Partial uniform load on simply supported beam Applied at end zones TYPE OF END ZONE LOAD w2 w1 LINE A LINE 1 LINE B LINE C LINE 2 (Recieves major reaction only) (Recieves minor reaction from both sides) (Recieves major reaction only) (Recieves major and minor reaction (both) Both reaction are equal to the total end zone load) (Recieves major and minor reaction (both) Both reaction are equal to the total end zone load) LOAD ABOVE LINE B1-2ND STORY Information on individual wall piers Total seismic shear appliedat level, for calculating ρ Applied unit shears and unit shear capacities (reduced where appropriate) Required only for FTAO method Perforated or FTAO calculations Co factor when applicable Maximum unit shear and strap forces calculated by Diekmann method for FTAO walls Hold down informationfor global wall overturning Page 16 of 84 PROJECT:Starbucks - Rexburg, ID JOB NO.:U1477.009.221 SUBJECT:SHEAR WALLS rApplied =1 ri Loc Fp/Fx Roof DL (psf) = 30 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 5 1.00 H-1ST 1.00 Floor DL (psf) = Allowable Seismic Aspect Ratio = 3.5 1.00 r calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? LINE: H 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w1 41.5 Major 83 1.00 Offset 78.7 254.8 293.6 13.6 485 29 113 None 1.00 Offset 29 1.00 Above Plate h (ft)= 17 Total 3267 11060 Include W for irregularities (above)?No 381 Max opening height (ft)= 17 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 18.4 Story V (K)= 7004 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 4.08 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) 18.4 1 P3 S3 HDU11 188013 31689 0.92 1.00 178 490 601 685 744 8496 9535 1.68 Add'l Comments:Max:1.68 LINE: A 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w1 41.5 Major 83 1.00 Offset 78.7 254.8 293.6 13.6 485 29 113 w5 7.5 None 15 1.00 Offset 31.4 9.6 13.5 6 12 20 1.00 Above Plate h (ft)= 17 Total 3502 11132 Include W for irregularities (above)?No 381 Max opening height (ft)= 10 6 Apply aspect ratio reduction? Yes 67% Perforated SW? No Shear Length (ft)= 12 Story V (K)= 7004 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 4.08 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) 6 1 DBL P3 S4 HD19 94619 3370 2.83 0.71 292 692 928 967 1040 15208 16735 3.42 6 1 DBL P3 S4 HD19 94619 3370 2.83 0.71 292 692 928 967 1040 15208 16735 3.42 Add'l Comments:Max:3.42 LINE: 1 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w2 14.5 Major 29 1.00 Offset 191.3 214.2 253.1 6 209 19.5 142 w3 2.5 None 5 1.00 Offset 71.0 9.6 13.5 6 19.5 9 1.00 Above Plate h (ft)= 17 Total 2952 3339 Include W for irregularities (above)?No 170 Max opening height (ft)= 17 1 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 19.5 Story V (K)= 7004 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 4.08 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) 19.5 14.5 P1 S1 NO HD 56770 71012 0.87 1.00 151 260 171 365 372 -730 200 1.54 Add'l Comments:Max:1.54 LINE: 4 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) w2 14.5 Major 29 1.00 Offset 191.3 214.2 253.1 6 209 28.83 96 w4 5 Major 10 1.00 Offset 90.2 254.8 293.6 6 163 28.83 16 1.00 Above Plate h (ft)= 17 Total 3225 4753 Include W for irregularities (above)?No 115 Max opening height (ft)= 17 50 Apply aspect ratio reduction? Yes 100% Perforated SW? No Shear Length (ft)= 28.83 Story V (K)= 7004 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 4.08 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) 14.33 14.5 P1 S1 NO HD 40158 38349 1.19 1.00 112 260 165 365 372 126 200 1.15 14.5 14.5 P1 S1 NO HD 40635 39264 1.17 1.00 112 260 165 365 372 95 200 1.15 Add'l Comments:Max:1.15 Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 166 Wind (Load vs. Allow.) 232 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info Seis (Load vs. Allow.) 331 Wind (Load vs. Allow.) 465 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Line Loads (plf) 465 Wind (Load vs. Allow.) Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Perf/FTAO Wall Info 331 Seis (Load vs. Allow.) Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Loads from above Timber Framed Shearwall Calculations Page 17 of 84 PROJECT:Starbucks - Rexburg, ID JOB NO.:U1477.009.221 SUBJECT:SHEAR WALLS rApplied =1 ri Loc Fp/Fx Roof DL (psf) = 30 (includes seismic snow where occurs) Min Diaphragm Width (ft) = 5 1.00 H-1ST 1.00 Floor DL (psf) = Allowable Seismic Aspect Ratio = 3.5 1.00 r calculated in accordance with: Allowable Wind Aspect Ratio = 3.5 1.00 ASCE7-16 Section 12.3.4.2 Comb. Overstrength Factors: (Ω-0.5)=2.50 1.00 No Exception in ASCE 7 12.3.4.2b met? Copyright © 2018 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Timber Framed Shearwall CalculationsLINE: Canopy 1ST STORY Load Trib w (ft) E.Z. Appl* Span (ft) Line %Location 0.7E (lbs)0.6W (lbs)r*Seis Wind E.Z. Wind 2a (ft) E.Z. P (lb) Drag (ft) (Not Applicable) None 1.00 Offset 29 w5 12 None 24 1.00 Offset 31.4 9.6 13.5 6 1.00 Above Plate h (ft)= 17 Total 377 115 Include W for irregularities (above)?No Max opening height (ft)= 10 Apply aspect ratio reduction? Yes 67% Perforated SW? No Shear Length (ft)= Story V (K)= 7004 Opening elevation Force Transfer @ Openings? No Wall DL (psf)= 17 Max allow. drift (in) 4.08 Shear- Wall Length (ft) RoofDL 'w' (ft) FloorDL 'w' (ft) OtherDL 'w' (plf) Tension From Above (lb) Wall Type Sill Type Holdown Strap HD Capacity (Stem/floor config) OTM (wind, seismic) (ft-lb) (0.6- .2SDs) *RM (ft-lb) Aspect Ratio Aspect Ratio Reduc. Seis. Shear (plf) Seis. Wall Cap. (plf) Wind Shear (plf) Wind Wall Cap. (plf) Sill Plate Cap. (plf) Tension (lb) HD Capacity Max Shear- Wall Δ 1.0E (in) Add'l Comments:SEE CAN'T COL CALCS Max: Perf/FTAO Wall Info Seis (Load vs. Allow.) 331 Wind (Load vs. Allow.) 465 Timber Framed Shearwall Calculations Line Loads (plf) Loads from above Actual Applied Loads (plf unless noted otherwise) Diaphragm Shear (plf) Page 18 of 84 JOB NO.:U1477.009.221 PROJECT:Starbucks - Rexburg, ID SUBJECT:CANT'L STL COLUMNS R1:6.5 IE:1.00 II Type: Ordinary (OCCS)r: 1.0 Seismic Design Category: D Line: Canopy-1ST # Columns: 4 Column Height, L [ft]: 17 Beam Label 1: CB3 Reaction: A Beam Label 2: Reaction: Grade: A500 Member: HSS6X6X3/8 le2, [ft]: 11 Weak axis: No Pr / Pc (Axial):0.12 Mr / Mc (Flexure):0.29 Vr / Vc (Shear):0.01 Combined Forces: LC8 0.34 Combined Forces: LC5 0.06 Combined Forces: LC6 0.07 Combined Forces: LC9 0.27 Gov Combination:1.00 Combined Forces:0.34 D1 / Da (Seis. Deflection):0.42 D1 / Da (Wind. Deflection):0.07 Compactness:Not Required Stability Check:OK Base Plate/Anchorage/Footing Design Loads (ASD): Axial, D [k]:3.3 Axial, L [k]0.0 Axial, Lr/S [k]0.7 Moment, E [k-ft]:8.3 Moment, E w/ Ω [k-ft]:10.4 Moment, W [k-ft] 0.5 Shear, E [k]: 0.5 Shear, E w/ Ω [k]: 0.6 Shear, W [k]: 0.0 0.6*W [lb] (per col): 29 SDS= 0.42 R2 =1.25 W0 =1.25 0.7*r*QE [lb] (per col):94 x R1/R2 [lb]:490 x W0/r [lb]:613 r*QE [lb] (per col):135 x R1/R2 [lb]:700 dE [in]:1.73 dW [in]:0.07 Cd:1.25 D1 = d1 [in]:2.16 Das [in]:5.10 Daw [in]:1.02 q: 0.00 In p u t Risk Category: Re s u l t s Wi n d & S e i s m i c L o a d s De f l e c t i o n Page 19 of 84 Company:Date:3/14/2023 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 12.000 Anchor category: - Anchor ductility: Yes hmin (inch): 13.50 Cmin (inch): 4.50 Smin (inch): 4.50 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 12.00 x 0.25 Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4"Ø Heavy Hex Bolt, F1554 Gr. 36 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 20 of 84 Company:Date:3/14/2023 Engineer:Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -3300 Vuax [lb]: 864 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 14875 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 21 of 84 Company:Date:3/14/2023 Engineer:Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 22 of 84 Company:Date:3/14/2023 Engineer:Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 8579.91 216.0 216.00.0 0.02 216.0 216.00.0 8579.93 216.0 216.00.0 0.04 216.0 216.00.0 864.0 0.0Sum 17159.9 864.0 Maximum concrete compression strain (‰): 0.25 Maximum concrete compression stress (psi): 1082 Resultant tension force (lb): 0 Resultant compression force (lb): 20460 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)Nsa (lb) 19370 0.75 14528 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.75 Npn =0.75 c,PNp =0.75 c,P8Abrgf’c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) c,P Abrg (in2)f’c (psi)0.75 Npn (lb) 1.0 0.91 2500 0.70 9566 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 23 of 84 Company:Date:3/14/2023 Engineer:Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)grout grout Vsa (lb) 11625 1.0 0.65 7556 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 2500 12.00 18706 Vcbgx =(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgx (lb) 378.00 648.00 1.000 0.800 1.000 1.000 18706 0.75 6547 Shear parallel to edge in y-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 2500 6.00 6614 Vcbgy =(2)(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgy (lb) 189.00 162.00 1.000 1.000 1.000 1.000 6614 0.75 11574 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb) 2.0 441.00 144.00 1.000 1.000 1.000 1.000 8063 0.70 34572 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 8580 14528 0.59 Pass Pullout 8580 9566 0.90 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 216 7556 0.03 Pass T Concrete breakout x+ 864 6547 0.13 Pass (Governs) || Concrete breakout y- 432 11574 0.04 Pass (Governs) Pryout 864 34572 0.02 Pass Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.6..1 0.90 0.00 89.7% 1.0 Pass 3/4"Ø Heavy Hex Bolt, F1554 Gr. 36 with hef = 12.000 inch meets the selected design criteria. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 24 of 84 Company:Date:3/14/2023 Engineer:Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 12. Warnings - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 25 of 84 JOB NO.:U1477.009.221 PROJECT:Starbucks - Rexburg, ID SUBJECT:BASEPLATE ANALYSIS FOUR-BOLT CONNECTION SUBJECT TO COMBINED LOADING Cantilever Column Line: Canopy-1ST Geometry Weld Column Shape: Width (in) = 6 (parallel to x-axis)70 Height (in) = 6 (parallel to y-axis) Required fillet leg size (in) = 0.185 Socketed? No Actual fillet leg size (in) =3/16 Plate width (in) = 12 (parallel to x-axis) Plate height (in) = 12 (parallel to y-axis) SXWELD (in2) =48.00 Thickness (in) = 0.75 SYWELD (in2) =48.00 Plate Grade:IpWELD (in3) =288.00 Lweld (in) = 24.00 Torque arm (in) = 4.24 6.20 in Compression location:v axial (lb/in) =145 XX lever arm (in) = 7.5 v shearx (lb/in) =0 YY lever arm (in) = 7.5 v sheary (lb/in) =26 Moment arm (in) = 2.12132 v momentxx (lb/in) =2603 v momentyy (lb/in) =0 Bolt spacing 1 (in) = 9 (parallel to x-axis) v torque (lb/in) =0 Bolt spacing 2 (in) = 9 (parallel to y-axis) x-comp =0 Bolt diameter (in) = 0.75 y-comp =0 Bolt grade:v max (lb/in) =2748 Tensile strength (lbs): 9940 Shear strength (lbs): 5301 Graphic Scale: 100% Loads Results Load Type: ASD Maximum Bolt Tension (lbs) = 8330 Axial(Z) (lb) =3469 Maximum Bolt Shear (lbs) = 153 ShearX (lb) =Bolt Stress Ratio:83.8% ShearY (lb) =613 Plate Bending Stress Ratio:93.9% MomentXX (ft-lb) =10413 Plate Bearing Stress Ratio:0.5% MomentYY (ft-lb) =Weld stress ratio:98.7% Torque(ZZ) (ft-lb) = A36 A307 Rectangular Electrode Class Number (ksi): 45° spread plus nutEffective Width: Edge of column X Y Page 26 of 84 General Footing LIC# : KW-06018421, Build:20.23.05.25 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:CANT'L COL FOOTING Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 3.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 3.50 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 4.50 ft Length parallel to Z-Z Axis = 4.50 ft =Pedestal dimensions... px : parallel to X-X Axis 19.0 in pz : parallel to Z-Z Axis 19.0 in Height == 12.0 in Footing Thickness = 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 9 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =9 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 3.0 0.70 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k0.8750 M-xx = k-ft= k-ft14.860 H = Page 27 of 84 General Footing LIC# : KW-06018421, Build:20.23.05.25 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:CANT'L COL FOOTING Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS 12.716 Sliding - Z-Z 0.5250 k 6.676 k +0.60D+0.60W DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.4467 Soil Bearing 1.340 ksf 3.0 ksf +0.60D+0.60W about X-X axis PASS 1.492 Overturning - X-X 10.229 k-ft 15.266 k-ft +0.60D+0.60W PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.008147 Z Flexure (+X)0.2131 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.008147 Z Flexure (-X)0.2131 k-ft/ft 26.153 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.06055 X Flexure (+Z)1.584 k-ft/ft 26.153 k-ft/ft +0.90D+W PASS 0.02134 X Flexure (-Z)0.5582 k-ft/ft 26.153 k-ft/ft +1.20D+0.50Lr+W PASS 0.003340 1-way Shear (+X)0.2505 psi 75.0 psi +1.20D+1.60Lr PASS 0.003340 1-way Shear (-X)0.2505 psi 75.0 psi +1.20D+1.60Lr PASS 0.03430 1-way Shear (+Z)2.572 psi 75.0 psi +0.90D+W PASS 0.008750 1-way Shear (-Z)0.6563 psi 75.0 psi +1.20D+0.50Lr+W PASS 0.01197 2-way Punching 1.796 psi 150.0 psi +0.90D+W Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 3.0 n/a0.5584 0.5584 n/a 0.1860.0n/a X-X, +D+Lr 3.0 n/a0.5930 0.5930 n/a 0.1980.0n/a X-X, +D+0.750Lr 3.0 n/a0.5843 0.5843 n/a 0.1950.0n/a X-X, +D+0.60W 3.0 n/a0.0 1.238 n/a 0.41310.855n/a X-X, +D+0.750Lr+0.450W 3.0 n/a0.08428 1.084 n/a 0.3617.780n/a X-X, +D+0.450W 3.0 n/a0.05835 1.058 n/a 0.3538.141n/a X-X, +0.60D+0.60W 3.0 n/a0.0 1.340 n/a 0.44718.091n/a X-X, +0.60D 3.0 n/a0.3350 0.3350 n/a 0.1120.0n/a Z-Z, D Only 3.0 0.5584n/a n/a 0.5584 0.186n/a0.0 Z-Z, +D+Lr 3.0 0.5930n/a n/a 0.5930 0.198n/a0.0 Z-Z, +D+0.750Lr 3.0 0.5843n/a n/a 0.5843 0.195n/a0.0 Z-Z, +D+0.60W 3.0 0.5584n/a n/a 0.5584 0.186n/a0.0 Z-Z, +D+0.750Lr+0.450W 3.0 0.5843n/a n/a 0.5843 0.195n/a0.0 Z-Z, +D+0.450W 3.0 0.5584n/a n/a 0.5584 0.186n/a0.0 Z-Z, +0.60D+0.60W 3.0 0.3350n/a n/a 0.3350 0.112n/a0.0 Z-Z, +0.60D 3.0 0.3350n/a n/a 0.3350 0.112n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+Lr None 0.0 k-ft Infinity OK X-X, +D+0.750Lr None 0.0 k-ft Infinity OK X-X, +D+0.60W 10.229 k-ft 25.443 k-ft 2.487 OK X-X, +D+0.750Lr+0.450W 7.671 k-ft 26.624 k-ft 3.471 OK X-X, +D+0.450W 7.671 k-ft 25.443 k-ft 3.317 OK X-X, +0.60D+0.60W 10.229 k-ft 15.266 k-ft 1.492 OK X-X, +0.60D None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+Lr None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr None 0.0 k-ft Infinity OK Z-Z, +D+0.60W None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr+0.450W None 0.0 k-ft Infinity OK Z-Z, +D+0.450W None 0.0 k-ft Infinity OK Z-Z, +0.60D+0.60W None 0.0 k-ft Infinity OK Z-Z, +0.60D None 0.0 k-ft Infinity OK Page 28 of 84 General Footing LIC# : KW-06018421, Build:20.23.05.25 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:CANT'L COL FOOTING Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 8.033 k No Sliding OK X-X, +D+Lr 0.0 k 8.243 k No Sliding OK X-X, +D+0.750Lr 0.0 k 8.190 k No Sliding OK X-X, +D+0.60W 0.0 k 8.033 k No Sliding OK X-X, +D+0.750Lr+0.450W 0.0 k 8.190 k No Sliding OK X-X, +D+0.450W 0.0 k 8.033 k No Sliding OK X-X, +0.60D+0.60W 0.0 k 6.676 k No Sliding OK X-X, +0.60D 0.0 k 6.676 k No Sliding OK Z-Z, D Only 0.0 k 8.033 k No Sliding OK Z-Z, +D+Lr 0.0 k 8.243 k No Sliding OK Z-Z, +D+0.750Lr 0.0 k 8.190 k No Sliding OK Z-Z, +D+0.60W 0.5250 k 8.033 k 15.301 OK Z-Z, +D+0.750Lr+0.450W 0.3938 k 8.190 k 20.801 OK Z-Z, +D+0.450W 0.3938 k 8.033 k 20.401 OK Z-Z, +0.60D+0.60W 0.5250 k 6.676 k 12.716 OK Z-Z, +0.60D 0.0 k 6.676 k No Sliding OK Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.180 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.40D 0.180 -Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+0.50Lr 0.1726 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+0.50Lr 0.1726 -Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D 0.1543 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D 0.1543 -Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+1.60Lr 0.2131 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+1.60Lr 0.2131 -Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+1.60Lr+0.50W 0.6808 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+1.60Lr+0.50W 0.2547 -Z Top 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+0.50W 0.6220 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+0.50W 0.3135 -Z Top 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+0.50Lr+W 1.242 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+0.50Lr+W 0.5582 -Z Top 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+W 1.242 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.20D+W 0.5582 -Z Top 0.3888 AsMin 0.40 26.153 OK X-X, +1.284D 0.1651 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +1.284D 0.1651 -Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +0.90D+W 1.584 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +0.90D+W 0.4186 -Z Top 0.3888 AsMin 0.40 26.153 OK X-X, +0.8160D 0.1049 +Z Bottom 0.3888 AsMin 0.40 26.153 OK X-X, +0.8160D 0.1049 -Z Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.40D 0.180 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.40D 0.180 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+0.50Lr 0.1726 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+0.50Lr 0.1726 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D 0.1543 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D 0.1543 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+1.60Lr 0.2131 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+1.60Lr 0.2131 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+1.60Lr+0.50W 0.2131 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+1.60Lr+0.50W 0.2131 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+0.50W 0.1543 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+0.50W 0.1543 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+0.50Lr+W 0.1726 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+0.50Lr+W 0.1726 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+W 0.1543 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.20D+W 0.1543 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.284D 0.1651 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +1.284D 0.1651 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +0.90D+W 0.1157 -X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +0.90D+W 0.1157 +X Bottom 0.3888 AsMin 0.40 26.153 OK Z-Z, +0.8160D 0.1049 -X Bottom 0.3888 AsMin 0.40 26.153 OK Page 29 of 84 General Footing LIC# : KW-06018421, Build:20.23.05.25 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:CANT'L COL FOOTING Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +0.8160D 0.1049 +X Bottom 0.3888 AsMin 0.40 26.153 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.21 0.21 0.21 0.21 0.21 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr 0.20 0.20 0.20 0.20 0.20 75.00 0.00psipsipsipsipsipsi OK +1.20D 0.18 0.18 0.18 0.18 0.18 75.00 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr 0.25 0.25 0.25 0.25 0.25 75.00 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W 0.25 0.25 0.42 0.92 0.92 75.00 0.01psipsipsipsipsipsi OK +1.20D+0.50W 0.18 0.18 0.49 0.85 0.85 75.00 0.01psipsipsipsipsipsi OK +1.20D+0.50Lr+W 0.20 0.20 0.66 1.77 1.77 75.00 0.02psipsipsipsipsipsi OK +1.20D+W 0.18 0.18 0.66 1.78 1.78 75.00 0.02psipsipsipsipsipsi OK +1.284D 0.19 0.19 0.19 0.19 0.19 75.00 0.00psipsipsipsipsipsi OK +0.90D+W 0.14 0.14 0.49 2.57 2.57 75.00 0.03psipsipsipsipsipsi OK +0.8160D 0.12 0.12 0.12 0.12 0.12 75.00 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 1.03 150.00 0.006896 OKpsipsi +1.20D+0.50Lr 0.99 150.00 0.006615 OKpsipsi +1.20D 0.89 150.00 0.005911 OKpsipsi +1.20D+1.60Lr 1.23 150.00 0.008164 OKpsipsi +1.20D+1.60Lr+0.50W 1.23 150.00 0.008164 OKpsipsi +1.20D+0.50W 0.89 150.00 0.005911 OKpsipsi +1.20D+0.50Lr+W 1.41 150.00 0.009398 OKpsipsi +1.20D+W 1.35 150.00 0.008972 OKpsipsi +1.284D 0.95 150.00 0.006325 OKpsipsi +0.90D+W 1.80 150.00 0.01197 OKpsipsi +0.8160D 0.60 150.00 0.004019 OKpsipsi Page 30 of 84 Diaphragm Type: JOB NO.:U1477.009.221 Roof Seismic: 165.6 248.4 331.2 PROJECT:Starbucks - Rexburg, ID SUBJECT:DIAPHRAGM DESIGN Wind:232.3 347.3 464.6 Seismic: 197.8 294.4 Diaphragm Width (ft):83 Wind:276 411.7 Shear Line / Diaphragm Depth Change Location (ft) Diaphragm Depth (ft) Wind Shear (lb) (1.0W) Seismic Shear (lb) (1.0E) Total Line Length (ft) Greatest Drag Length (ft) Max. Collector Force (lb) Seismic Chord Axial (0.7E) (lbs) Wind Chord Axial (0.6W) (lbs) Min # of 16d @ Splice Min Splice Length (ft) A-1ST 0 29 11060 2929 29 16 6102 2146 7805 42 11 H-1ST 83 29 11060 2929 29 10 3814 Ft (psi) Fc (psi) #N/A #N/A #N/A #N/A #N/A #N/A #N/A Collector Check Wind Shear (lb) (1.0W) Seismic Shear (lb) (1.0E) Total Line Length (ft) Greatest Drag Length (ft) Max. Collector Force (lb) Min. Length of 4" Blocked - left (ft) Min. Length of 6" Blocked - left (ft) Min. Length of 6" Blocked - right (ft) Min. Length of 4" Blocked - 11060 2929 29 16 6102 4 12 12 4 11060 2929 29 10 3814 (1) 2x6 Chord Comp. Capacity (1) 2x6 Chord Tens. Capacity STUD GRADE Shear Line A-1ST Blocked @ 6" O.C. Roof Diaphragm Cap. (lbs) H-1ST Diaphragm Loading & Collector Check Blocked @ 4" O.C. Unblocked Diaphragm Floor Diaphragm Cap. (lbs) DOUGLAS FIR LARCH #1 -400 -300 -200 -100 0 100 200 300 400 -7 3 13 23 33 43 53 63 73 83 Sh e a r ( l b s ) Distance (ft) Allowable Seismic Diaphgram Shear (0.7E) (plf) Shear +Dia. Cap -Dia. Cap +Blocked 6'' O.C. -Blocked 6'' O.C. +Blocked 4'' O.C. -Blocked 4'' O.C. -600.000 -400.000 -200.000 0.000 200.000 400.000 600.000 -7 3 13 23 33 43 53 63 73 83 Sh e a r ( l b s ) Distance (ft) Allowable Wind Diaphragm Shear (0.6W) (plf) Shear +Dia. Cap -Dia. Cap +Blocked 6'' O.C. -Blocked 6'' O.C. +Blocked 4'' O.C. -Blocked 4'' O.C. -50 0 50 100 150 200 250 -7 3 13 23 33 43 53 63 73 83 Mo m e n t ( k i p - f t ) Distance (ft) Total Moment (0.7E, 0.6W) (kip-ft) Seismic Moment Wind Moment Page 31 of 84 Cantilevered Retaining Wall LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:Screenwall Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 1.50 7.66 0.00 18.00 2,000.0 35.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft = = 110.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 110.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load = 0.0 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf30.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width = 0.00 ft...Height to Top = 9.16 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Page 32 of 84 Cantilevered Retaining Wall LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:Screenwall Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Wall Stability Ratios Overturning =1.60 Global Stability = 4.11 OK Sliding = 4.65 OK Total Bearing Load = 1,236 lbs ...resultant ecc. = 9.36 in Eccentricity outside middle third Soil Pressure @ Toe = 1,752 psf OK Soil Pressure @ Heel = 0 psf OK Allowable =2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,453 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.3 psi OK Footing Shear @ Heel = 2.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force =247.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 494.5 656.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa = 0.779 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable = 1,611.5 =psi Shear.....Allowable = 69.7psi Wall Weight = 61.0psf Rebar Depth 'd' = 3.81in Masonry Data f'm = 1,500psi Fy =psi 60,000 Solid Grouting = No Modular Ratio 'n'= 21.48 Equiv. Solid Thick.=4.81in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level = 292.8lbsStrength Level Service Level Strength Level = 1,256.3ft-# Service Level Strength Level = 9.2psi Design Method = SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)= 31.69in2 Page 33 of 84 Cantilevered Retaining Wall LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:Screenwall Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: 0.92 1.58 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 = ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 2,500psi Toe Width = ft Heel Width = Key Distance from Toe Key Depth Key Width = in = in = 0.00 0.00 0.00 ft Footing Thickness = in 2.50= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width = 150.00pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: phiMn = ph*5*lambda*sqrt(fc)*Sm phiMn = ph*5*lambda*sqrt(fc)*Sm = None Spec'd = = = = = 2,453 808 217 591 9.26 40.00 Heel: 0 0 217 217 2.89 40.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = None Spec'd Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.65 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 2,5002,500= ft-# OKOK Page 34 of 84 Cantilevered Retaining Wall LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:Screenwall Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING..... Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 137.9 6.33 872.8 = = 151.3 0.46 69.3= = = Stem Weight(s) = 558.8 1.25 698.5 Earth @ Stem Transitions =Footing Weight = 375.0 1.25 468.8 Key Weight = Added Lateral Load lbs =963.9 Vert. Component Total = 1,236.3 1,545.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total = R.M. =247.3 O.T.M. = Resisting/Overturning Ratio =1.60 Vertical Loads used for Soil Pressure = 1,236.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 151.3 2.04 2.04 308.8 308.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 109.4 0.83 91.1 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.178 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 35 of 84 Cantilevered Retaining Wall LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:Screenwall Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=7.375, K_spacing=24, K_diam=4.5, and K_min=4.5 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) = 20.00 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.48 in As Provided =0.1000 in2/ft As Required =0.0771 in2/ft Page 36 of 84 Cantilevered Retaining Wall LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:Screenwall Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Page 37 of 84 Cantilevered Retaining Wall LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:Screenwall Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Page 38 of 84 Steel Column LIC# : KW-06018421, Build:20.22.5.16 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:STL COL @ GRIDLINE 1-B Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : , A500, Grade B, Fy = 46 ksi, Carbon Steel 16.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 16.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 16.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 249.920 lbs * Dead Load Factor AXIAL LOADS . . . RB4 REACTION: Axial Load at 10.0 ft, Xecc = 2.50 in, D = 3.688, S = 6.450 k RB4 REACTION: Axial Load at 10.0 ft, Xecc = -2.550 in, D = 3.688, S = 6.450 k BENDING LOADS . . . WIND PRESSURE: Lat. Uniform Load creating Mx-x, W = 0.390 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.5709 Location of max.above base 8.054 ft 17.301 k 60.868 k 5.616 k-ft Load Combination +D+0.750S+0.450W Load Combination +D+0.60W 17.468 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 1.872 k 0.05651 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 17.468 k-ft 0.01788 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.002640 k Bottom along X-X 0.002640 k Top along Y-Y 3.120 k Bottom along Y-Y 3.120 k Maximum Load Deflections . . . Along Y-Y 0.7517 in at 8.054ft above base for load combination :+D+0.60W Along X-X 0.001149 in at 7.087ft above base for load combination :+D+S 33.124 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS0.00 0.000 0.00 ftft0.125 1.14 1.54 99.48 99.48 +D+S PASS PASS9.99 0.000 0.00 ftft0.339 1.14 1.54 99.48 99.48 +D+0.750S PASS PASS9.99 0.000 0.00 ftft0.285 1.14 1.54 99.48 99.48 +D+0.60W PASS PASS8.05 0.057 0.00 ftft0.492 1.14 1.54 99.48 99.48 +D+0.450W PASS PASS8.05 0.042 0.00 ftft0.385 1.14 1.54 99.48 99.48 +D+0.750S+0.450W PASS PASS8.05 0.042 0.00 ftft0.571 1.14 1.54 99.48 99.48 +0.60D+0.60W PASS PASS8.05 0.057 0.00 ftft0.467 1.14 1.54 99.48 99.48 +0.60D PASS PASS0.00 0.000 0.00 ftft0.075 1.14 1.54 99.48 99.48 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 7.626 -0.001 -0.001 +D+S 20.526 -0.003 -0.003 +D+0.750S 17.301 -0.002 -0.002 +D+0.60W 1.8727.626 1.872-0.001 -0.001 Page 39 of 84 Steel Column LIC# : KW-06018421, Build:20.22.5.16 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:STL COL @ GRIDLINE 1-B Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+0.450W 1.4047.626 1.404-0.001 -0.001 +D+0.750S+0.450W 1.40417.301 1.404-0.002 -0.002 +0.60D+0.60W 1.8724.576 1.872-0.001 -0.001 +0.60D 4.576 -0.001 -0.001 S Only 12.900 -0.002 -0.002 W Only 3.1203.120 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 20.526 -0.003 -0.003 Minimum"3.1203.120 MaximumReaction, X-X Axis Base 3.1203.120 Minimum"20.526 -0.003 -0.003 MaximumReaction, Y-Y Axis Base 3.1203.120 Minimum"7.626 -0.001 -0.001 MaximumReaction, X-X Axis Top 3.1203.120 Minimum"20.526 -0.003 -0.003 MaximumReaction, Y-Y Axis Top 7.626 -0.001 -0.001 Minimum"12.900 -0.002 -0.002 MaximumMoment, X-X Axis Base 7.626 -0.001 Minimum"7.626 -0.001 MaximumMoment, Y-Y Axis Base 7.626 -0.001 -0.001 Minimum"7.626 -0.001 -0.001 MaximumMoment, X-X Axis Top 7.626 -0.001 -0.001 Minimum"7.626 -0.001 -0.001 MaximumMoment, Y-Y Axis Top 7.626 -0.001 -0.001 Minimum"7.626 -0.001 -0.001 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0004 0.000 0.000 ftft inin 7.087 +D+S 0.0011 0.000 0.000 ftft inin 7.087 +D+0.750S 0.0010 0.000 0.000 ftft inin 7.087 +D+0.60W 0.0004 0.752 8.054 ftft inin 7.087 +D+0.450W 0.0004 0.564 8.054 ftft inin 7.087 +D+0.750S+0.450W 0.0010 0.564 8.054 ftft inin 7.087 +0.60D+0.60W 0.0003 0.752 8.054 ftft inin 7.087 +0.60D 0.0003 0.000 0.000 ftft inin 7.087 S Only 0.0007 0.000 0.000 ftft inin 7.087 .Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth = 5.000 in R yy = 1.930 in J = 25.800 in^4 Width = 5.000 in Wall Thick = 0.250 in Zx = 7.610 in^3 Area = 4.300 in^2 Weight = 15.620 plf I xx = 16.00 in^4 S xx = 6.41 in^3Design Thick = 0.233 in I yy = 16.000 in^4 C = 10.500 in^3 S yy = 6.410 in^3 Ycg = 0.000 in Page 40 of 84 Steel Column LIC# : KW-06018421, Build:20.22.5.16 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:STL COL @ GRIDLINE 1-B Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches Page 41 of 84 Company:Date:3/14/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 55 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 10.000 Anchor category: - Anchor ductility: Yes hmin (inch): 11.38 Cmin (inch): 3.75 Smin (inch): 3.75 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 30.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 6.00 x 12.00 x 0.25 Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"Ø Heavy Hex Bolt, F1554 Gr. 55 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 42 of 84 Company:Date:3/14/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 25200 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 43 of 84 Company:Date:3/14/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 44 of 84 Company:Date:3/14/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 12600.01 0.0 0.00.0 12600.02 0.0 0.00.0 0.0 0.0Sum 25200.0 0.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)Nsa (lb) 16950 0.75 12713 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) Npn =c,PNp =c,P8Abrgf’c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) c,P Abrg (in2)f’c (psi)Npn (lb) 1.4 0.67 2500 0.70 13152 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 45 of 84 Company:Date:3/14/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 12600 12713 0.99 Pass (Governs) Pullout 12600 13152 0.96 Pass 5/8"Ø Heavy Hex Bolt, F1554 Gr. 55 with hef = 10.000 inch meets the selected design criteria. 12. Warnings - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 46 of 84 Type PLB ™-36 or HSB®-36 1½" Deep Roof Deck Primer Painted or Galvanized PLB-36 Deck used with PunchLok II System HSB-36 Deck used with TSWs, BPs or Screws 26 VR4 VERCO DECKING, INC. www.vercodeck.com Dimensions Deck Weight and Section Properties Gage Weight Id for Deflection Moment Allowable Reactions per ft of Width (lb) due to Web Crippling One Flange Loading Two Flange Loading Galv Painted Single Span (in.4/ft) Multi Span (in.4/ft) +Seff –Seff End Bearing Length Interior Bearing Length End Bearing Length Interior Bearing Length (psf) (psf)(in.3/ft) (in. 3/ft) 2" 3" 4" 3" 4" 2" 3" 4" 3" 4" 22 1.9 1.8 0.177 0.192 0.176 0.188 935 1076 1163 1559 1671 962 1078 1150 1935 2084 20 2.3 2.2 0.219 0.231 0.230 0.237 1301 1492 1609 2190 2340 1413 1576 1675 2744 2947 18 2.9 2.8 0.302 0.306 0.314 0.331 2181 2484 2667 3714 3950 2551 2823 2987 4713 5038 16 3.5 3.4 0.381 0.381 0.399 0.410 3265 3699 3955 5607 5938 4018 4422 4660 7168 7631 Notes: 1. Section properties are based on Fy = 50,000 psi. 2. Id is for deflection due to uniform loads. 3. Seff (+ or -) is the effective section modulus. 4. Multiply tabulated deck values listed above by the following adjustment factors to obtain acoustical deck section properties: Deck Type Id for Deflection Moment Allowable Reactions per ft of Width (lb) One Flange Loading Single Span Multi Span +Seff –Seff End Bearing Interior Bearing B - Acoustical 0.98 0.98 0.97 0.97 1.00 0.76 5. Allowable (ASD) reactions are based on web crippling, per AISI S100 Section C3.4, where Ωw = 1.70 for end bearing and 1.75 for interior bearing. Nominal reactions may be determined by multiplying the table values by Ωw. LRFD reactions may be determined by multiplying nominal reactions by Φw = 0.90 for end reactions and 0.85 for interior reactions. 6. Diaphragm values for HSB-30 Nestable are outside the scope of Verco's Evaluation Report. Page 47 of 84 www.vercodeck.com VERCO DECKING, INC.VR4 27 Type PLB ™-36 or HSB®-36 Attachment Patterns to Supports 36/7/4 Attachment Pattern The 36/7/4 pattern requires a 36/7 attachment pattern at end panel supports and a 36/4 attachment pattern at interior panel supports. Footnotes for Allowable Uniform Load Tables 1. Stress = Allowable uniform load based on maximum allowable flexural stress in deck. 2. L/360, L240 or L/180 = Uniform load which produces selected deflection in deck. 3. The symbol ♦♦♦ indicates allowable uniform load based on deflection exceeds allowable uniform load based on stress. 4. Nominal uniform loads governed by stress may be determined by multiplying the allowable values in the table by Ωb = 1.67. LRFD loads may be determined by multiplying nominal loads by Φb = 0.95. 36/4 36/5 36/7/4 36/7 36/9 36/14 Note: indicates location of arc spot weld, power actuated fastener, or screw as indicated in the load tables. indicates location of arc seam weld, power actuated fastener, or screw as indicated in the load tables. @ Interior Panel Supports @ End Panel Supports Page 48 of 84 28 VR4 VERCO DECKING, INC. www.vercodeck.com Type PLB ™-36 or HSB®-36 Footnotes for Diaphragm Shear Strength and Flexibility Factor Tables General Notes 1. VSC2 = Verco Sidelap Connection 2; BP = Button Punch; TSW = Top Seam Weld; #10 = #10 Generic Screw. Sidelap connections are not required at support locations. 2. The dimension from the first and last sidelap connection within each span is to be no more than one-half of specified spacing. 3. R is the ratio of vertical span (LV) of the deck to the length (LS) of the deck sheet: R = LV / LS. 4. Interpolation of diaphragm shear strength between adjacent spans or sidelap spacings is permissible. For interpolation of the diaphragm flexibility factor between adjacent spans, use the flexiblity factor for the closest adjacent span length. 5. Diaphragm shear values for side seam fasteners placed at spacings other than those in the table should be determined based on the number of fasteners in each span. 6. For web perforated acoustical deck profiles, modify tabulated q and F values using the following adjustment factors: Note: Adjustment Factor, Rq must be applied only to allowable diaphragm shear strengths governed by panel buckling which are shown in the shaded areas of the diaphragm tables. Notes Specific to Tables using Welds to Supports 1. The allowable diaphragm shear values in the table utilize a factor of safety, Ω = 3.0 (limited by connections) with the exception of the gray shaded table values, which utilize a factor of safety of Ω = 2.0 (limited by panel buckling). 2. A 1" x 3/8" effective arc seam weld is required at supports adjacent to sidelap and 1/2" effective diameter arc spot welds are required at supports in interior flutes. Notes Specific to Tables using Hilti or Pneutek Fasteners to Supports 1. Refer to Hilti's Evaluation Report ESR-2776 for additional fastening patterns utilizing Hilti fasteners with the PunchLok II System. 2. X-EDNK22 = Hilti EDNK22 THQ12 fastener; X-ENP-19 = Hilti X-ENP-19 L15 fastener; K66 = Pneutek K66062 or K66075 fasteners; K64 = Pneutek K64062 fastener; SDK63 = Pneutek SDK63075; SDK61 = Pneutek SDK61075 3. The allowable diaphragm shear values in the table utilize a factor of safety, Ω = 2.5 (limited by connections) with the exception of the shaded table values, which utilize a factor of safety of Ω = 2.0 (limited by panel buckling). Notes Specific to Tables using Screws to Supports 1. The allowable diaphragm shear values in the table utilize a factor of safety, Ω = 2.5 (limited by connections) with the exception of the shaded table values, which utilize a factor of safety of Ω = 2.0 (limited by panel buckling). 2. Deck is attached with minimum #12 Screws (self drilling, self tapping) to supports. Select appropriate screw based on actual substrate thickness. This table is provided as a guide, proper selection should be verified based on the specific fasteners used. 3. All tabulated diaphragm values shown in this section are for a minimum 0.0385 in. thick support with SDI recognized screws produced by Buildex, Elco, Hilti or Simpson Strong-Tie. If the minimum support thickness can not be met or a screw that is not recognized by SDI is used, modify tabulated q and F values based on actual substrate and thickness using Adjustment Factors listed in this table. 4. Adjustment factors are based on connection strengths determined in accordance with Section E4 of AISI S100. These self drilling, self tapping screws must be compliant with ASTM C1315. 5. Allowable Diaphragm Strength = q • Rq; Flexibility Factor = F • RF. 6. These adjustment factors are based on the maximum adjustment for the tabulated span lengths and fastener patterns. To calculate a specific condition, use design equations listed at the end of Evaluation Report ER-0217. Deck Type Rq RF B - Acoustical 0.97 1.02 Support Thickness Fastener Designation 33 mil (0.0346") to 3/16" #3 Drill Point 1/8" to 1/4"#4 Drill Point 1/8" to 1/2" #5 Drill Point Deck Gage Factors Substrate Thickness and Strength 20 ga 18 ga 16 ga 14 ga ≥ 12 ga 33 mil (0.0345 in) 43 mil (0.0451 in) 54 mil (0.0566 in) 68 mil (0.0713 in)≥ 97 mil (0.1017 in) 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 22 Rq 0.44 0.61 0.67 0.78 0.78 0.78 0.78 0.78 0.78 0.78 RF 1.28 1.25 1.17 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20 Rq 0.34 0.49 0.54 0.74 0.74 0.78 0.78 0.78 0.78 0.78 RF 1.31 1.31 1.24 1.19 1.15 1.00 1.00 1.00 1.00 1.00 18 Rq 0.26 0.37 0.38 0.55 0.55 0.78 0.76 0.78 0.78 0.78 RF 1.34 1.39 1.30 1.31 1.26 1.18 1.19 1.00 1.00 1.00 16 Rq 0.20 0.30 0.30 0.44 0.43 0.65 0.61 0.78 0.78 0.78 RF 1.43 1.66 1.39 1.54 1.33 1.34 1.25 1.00 1.00 1.00 Page 49 of 84 www.vercodeck.com VERCO DECKING, INC.VR4 29 Type PLB ™-36 or HSB®-36 Allowable Uniform Loads (psf) SPAN DECK GAGE CRITERIA SPAN (ft-in.) 2'-0" 3'-0" 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 11'-0" 12'-0" SI N G L E 22 Stress 300 300 220 141 116 98 83 72 63 55 49 43 39 35 29 24 L/360 ♦♦♦287 121 62 47 36 28 23 18 15 13 11 9 8 6 4 L/240 ♦♦♦ ♦♦♦182 93 70 54 42 34 28 23 19 16 14 12 9 7 L/180 ♦♦♦♦♦♦♦♦♦124 93 72 56 45 37 30 25 21 18 15 12 9 20 Stress 300 300 288 184 152 128 109 94 82 72 64 57 51 46 38 32 L/360 ♦♦♦♦♦♦150 77 58 44 35 28 23 19 16 13 11 10 7 6 L/240 ♦♦♦ ♦♦♦225 115 86 67 52 42 34 28 23 20 17 14 11 8 L/180 ♦♦♦♦♦♦♦♦♦153 115 89 70 56 45 37 31 26 22 19 14 11 18 Stress 300 300 300 251 208 174 149 128 112 98 87 78 70 63 52 44 L/360 ♦♦♦♦♦♦207 106 79 61 48 39 31 26 22 18 15 13 10 8 L/240 ♦♦♦ ♦♦♦ ♦♦♦159 119 92 72 58 47 39 32 27 23 20 15 11 L/180 ♦♦♦♦♦♦♦♦♦212 159 122 96 77 63 52 43 36 31 26 20 15 16 Stress 300 300 300 300 264 222 189 163 142 125 110 99 88 80 66 55 L/360 ♦♦♦♦♦♦261 133 100 77 61 49 40 33 27 23 19 17 13 10 L/240 ♦♦♦ ♦♦♦ ♦♦♦200 150 116 91 73 59 49 41 34 29 25 19 14 L/180 ♦♦♦♦♦♦♦♦♦267 200 154 121 97 79 65 54 46 39 33 25 19 DO U B L E 22 Stress 300 300 235 150 124 104 89 77 67 59 52 46 42 38 31 26 L/360 ♦♦♦♦♦♦♦♦♦♦♦♦122 94 74 59 48 40 33 28 24 20 15 12 L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦49 42 35 30 23 18 L/180 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦30 23 20 Stress 300 300 296 190 157 132 112 97 84 74 66 59 53 47 39 33 L/360 ♦♦♦♦♦♦♦♦♦♦♦♦146 113 89 71 58 48 40 33 28 24 18 14 L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦71 59 50 43 37 27 21 L/180 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦37 28 18 Stress 300 300 300 265 219 184 157 135 118 103 92 82 73 66 55 46 L/360 ♦♦♦♦♦♦♦♦♦258 194 149 117 94 76 63 53 44 38 32 24 19 L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦115 94 79 66 56 48 36 28 L/180 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦64 48 37 16 Stress 300 300 300 300 271 228 194 167 146 128 113 101 91 82 68 57 L/360 ♦♦♦♦♦♦♦♦♦♦♦♦241 186 146 117 95 78 65 55 47 40 30 23 L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦143 118 98 83 70 60 45 35 L/180 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦80 60 46 TR I P L E 22 Stress 300 300 294 188 155 131 111 96 84 73 65 58 52 47 39 33 L/360 ♦♦♦♦♦♦247 127 95 73 58 46 38 31 26 22 18 16 12 9 L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦143 110 86 69 56 46 39 33 28 24 18 14 L/180 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦92 75 62 52 43 37 32 24 18 20 Stress 300 300 300 237 196 165 140 121 105 93 82 73 66 59 49 41 L/360 ♦♦♦♦♦♦298 152 115 88 69 56 45 37 31 26 22 19 14 11 L/240 ♦♦♦ ♦♦♦ ♦♦♦229 172 132 104 83 68 56 47 39 33 29 21 17 L/180 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦139 111 90 74 62 52 44 38 29 22 18 Stress 300 300 300 300 274 230 196 169 147 129 115 102 92 83 68 57 L/360 ♦♦♦♦♦♦♦♦♦202 152 117 92 74 60 49 41 35 29 25 19 15 L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦228 175 138 110 90 74 62 52 44 38 28 22 L/180 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦184 147 120 99 82 69 59 50 38 29 16 Stress 300 300 300 300 300 285 243 209 182 160 142 127 114 103 85 71 L/360 ♦♦♦♦♦♦♦♦♦251 189 145 114 92 74 61 51 43 37 31 24 18 L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦283 218 172 137 112 92 77 65 55 47 35 27 L/180 ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦229 183 149 123 102 86 73 63 47 36 See footnotes on page 27. Page 50 of 84 SITE ELEMENTS Page 51 of 84 #N/A JOB NO.:U1812-033-191 PROJECT:STARBUCKS SUBJECT:Design Wind Loads on Solid Signs DESIGN WIND LOADS ON SOLID SIGNS: Label: INPUT DATA: Basic Wind Speed, V [mph]: 99 Exposure Category: C Importance Factor, I: 1.00 Sign: Height, h: 9.0 Vertical Dimension, s [ft]: 9.0 Horizontal Dimension, B [ft]: 4.0 Ratio of Solid Area to Gross Area, e:1.00 Length of Return Corner, Lr [ft]:0.0 For Flexible Signs, (if n 1 < 1 Hz): Depth, L [ft]: Natural Frequency, n 1 [Hz]: Damping Ratio, b:0.005 DESIGN SUMMARY: Case A:Design Wind Pressure, pA [psf]:24.0 Case B:Design Wind Pressure, pB [psf]:40.1 Case C:Consider Case C?No Design Wind Pressures:pC1 [psf]: pC2 [psf]: pC3 [psf]: pC4 [psf]: pC5 [psf]: pC6 [psf]: pC7 [psf]: SITE STRUCTURES Page 52 of 84 DESIGN OF MISC SITE STRUCTURES - STARBUCKS ORDER SCREEN WITH CANOPY ≔DL 10 psf ≔RLL 20 psf ≔SL 50 psf GROUND SNOW LOAD USED ≔BC 4 ft ≔LC 7.5 ft CANOPY DIMENSIONS ≔HC 8.5 ft ≔ATOP =⋅BC LC 30 ft 2 AREAS ≔ASIDE =⋅BC HC 34 ft 2 ≔WindLRFD 24 psf ≔MWIND =⋅⋅WindLRFD ASIDE ―― HC 2 ⎛⎝⋅3.468 10 3 ⎞⎠⋅lbf ft ≔PGRAVITY =⋅ATOP ((+⋅1.2 DL ⋅1.6 SL))⎛⎝⋅2.76 10 3 ⎞⎠lbf ≔MGRAVITY =⋅PGRAVITY ―――― ⎛⎝-LC 1 ft⎞⎠ 2 ⎛⎝⋅8.97 10 3 ⎞⎠⋅ft lbf ≔MCOMB =+MWIND MGRAVITY ⎛⎝⋅1.244 10 4 ⎞⎠⋅ft lbf Page 53 of 84 MENU SCREEN ≔B 9 ft ≔S 4 ft ≔H 5.5833 ft ≔pB 40 psf ≔pA 24 psf ≔P =⋅⋅⋅pB .6 B S 864 lbf ≔eT =-―B 2 ――⋅.6 B 2 1.8 ft ≔My =⋅P eT ⎛⎝⋅1.555 10 3 ⎞⎠⋅lbf ft ≔Mx =⋅P ⎛ ⎜⎝ -H ―S 2 ⎞ ⎟⎠ ⎛⎝⋅3.096 10 3 ⎞⎠⋅lbf ft OVERHEAD CLEARANCE SIGN ≔WP =⋅H wt 195 lbf ≔WARM =+⋅L wt 30 lbf 180 lbf ≔L 7.5 ft ≔H 9.75 ft ≔wt 20 ――lbf ft ≔Mx =⋅WARM ―L 2 675 ⋅lbf ft ≔p 24 psf wind pressure ≔b 4 in WIDTH OF POLE ≔Wind =⋅p b 8 ――lbf ft Page 54 of 84 ≔Mz =+⋅Wind ――H 2 2 ⋅⋅Wind L H 965.25 ⋅lbf ft ≔My =⋅⋅Wind L ―L 2 225 ⋅lbf ft torsion Page 55 of 84 General Footing LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:SITE CANOPY Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 3.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 3.50 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 5.50 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 48.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 14 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =19 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 84.2 % # Bars required on each side of zone 15.8 % Applied Loads 0.30 0.60 1.50 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k0.0 V-z k0.8160 0.0 0.0 M-xx = 0.0 k-ft= 1.125 k-ft5.625 12.440 H = Page 56 of 84 General Footing LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:SITE CANOPY Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS 22.003 Sliding - Z-Z 0.4896 k 10.773 k +0.60D+0.60W DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.5063 Soil Bearing 1.519 ksf 3.0 ksf +D+0.750S+0.450W about X-X axis PASS 1.552 Overturning - X-X 10.097 k-ft 15.672 k-ft +0.60D+0.60W PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.002222 Z Flexure (+X)0.4744 k-ft/ft 213.480 k-ft/ft +1.20D+1.60S PASS 0.002222 Z Flexure (-X)0.4744 k-ft/ft 213.480 k-ft/ft +1.20D+1.60S PASS 0.01057 X Flexure (+Z)2.229 k-ft/ft 210.788 k-ft/ft +1.20D+0.50S+W PASS 0.006561 X Flexure (-Z)1.383 k-ft/ft 210.788 k-ft/ft +1.20D+0.50S+W PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z)0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 0.1517 psi 75.0 psi +1.20D+1.60S+0.50W Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 3.0 n/a0.5177 0.6696 n/a 0.2231.034n/a X-X, +D+Lr 3.0 n/a0.5450 0.6968 n/a 0.2320.9883n/a X-X, +D+S 3.0 n/a0.2062 1.117 n/a 0.3725.563n/a X-X, +D+0.750Lr 3.0 n/a0.5382 0.690 n/a 0.2300.9993n/a X-X, +D+0.750S 3.0 n/a0.2841 1.005 n/a 0.3354.521n/a X-X, +D+0.60W 3.0 n/a0.0 1.320 n/a 0.4409.691n/a X-X, +D+0.750Lr+0.450W 3.0 n/a0.06114 1.167 n/a 0.3897.276n/a X-X, +D+0.750S+0.450W 3.0 n/a0.0 1.519 n/a 0.50610.499n/a X-X, +0.60D+0.60W 3.0 n/a0.0 1.323 n/a 0.44115.463n/a X-X, +0.60D 3.0 n/a0.3106 0.4017 n/a 0.1341.034n/a Z-Z, D Only 3.0 0.5936n/a n/a 0.5936 0.198n/a0.0 Z-Z, +D+Lr 3.0 0.6209n/a n/a 0.6209 0.207n/a0.0 Z-Z, +D+S 3.0 0.6618n/a n/a 0.6618 0.221n/a0.0 Z-Z, +D+0.750Lr 3.0 0.6141n/a n/a 0.6141 0.205n/a0.0 Z-Z, +D+0.750S 3.0 0.6448n/a n/a 0.6448 0.215n/a0.0 Z-Z, +D+0.60W 3.0 0.5936n/a n/a 0.5936 0.198n/a0.0 Z-Z, +D+0.750Lr+0.450W 3.0 0.6141n/a n/a 0.6141 0.205n/a0.0 Z-Z, +D+0.750S+0.450W 3.0 0.6448n/a n/a 0.6448 0.215n/a0.0 Z-Z, +0.60D+0.60W 3.0 0.3562n/a n/a 0.3562 0.119n/a0.0 Z-Z, +0.60D 3.0 0.3562n/a n/a 0.3562 0.119n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only 1.125 k-ft 26.120 k-ft 23.218 OK X-X, +D+Lr 1.125 k-ft 27.320 k-ft 24.284 OK X-X, +D+S 6.750 k-ft 29.120 k-ft 4.314 OK X-X, +D+0.750Lr 1.125 k-ft 27.020 k-ft 24.018 OK X-X, +D+0.750S 5.344 k-ft 28.370 k-ft 5.309 OK X-X, +D+0.60W 10.547 k-ft 26.120 k-ft 2.476 OK X-X, +D+0.750Lr+0.450W 8.192 k-ft 27.020 k-ft 3.298 OK X-X, +D+0.750S+0.450W 12.411 k-ft 28.370 k-ft 2.286 OK X-X, +0.60D+0.60W 10.097 k-ft 15.672 k-ft 1.552 OK X-X, +0.60D 0.6750 k-ft 15.672 k-ft 23.218 OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+Lr None 0.0 k-ft Infinity OK Page 57 of 84 General Footing LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:SITE CANOPY Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Z-Z, +D+S None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr None 0.0 k-ft Infinity OK Z-Z, +D+0.750S None 0.0 k-ft Infinity OK Z-Z, +D+0.60W None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr+0.450W None 0.0 k-ft Infinity OK Z-Z, +D+0.750S+0.450W None 0.0 k-ft Infinity OK Z-Z, +0.60D+0.60W None 0.0 k-ft Infinity OK Z-Z, +0.60D None 0.0 k-ft Infinity OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 10.043 k No Sliding OK X-X, +D+Lr 0.0 k 10.223 k No Sliding OK X-X, +D+S 0.0 k 10.493 k No Sliding OK X-X, +D+0.750Lr 0.0 k 10.178 k No Sliding OK X-X, +D+0.750S 0.0 k 10.381 k No Sliding OK X-X, +D+0.60W 0.0 k 10.043 k No Sliding OK X-X, +D+0.750Lr+0.450W 0.0 k 10.178 k No Sliding OK X-X, +D+0.750S+0.450W 0.0 k 10.381 k No Sliding OK X-X, +0.60D+0.60W 0.0 k 8.476 k No Sliding OK X-X, +0.60D 0.0 k 8.476 k No Sliding OK Z-Z, D Only 0.0 k 12.340 k No Sliding OK Z-Z, +D+Lr 0.0 k 12.520 k No Sliding OK Z-Z, +D+S 0.0 k 12.790 k No Sliding OK Z-Z, +D+0.750Lr 0.0 k 12.475 k No Sliding OK Z-Z, +D+0.750S+0.450W 0.3672 k 12.677 k 34.524 OK Z-Z, +0.60D+0.60W 0.4896 k 10.773 k 22.003 OK Z-Z, +0.60D 0.0 k 10.773 k No Sliding OK Z-Z, +D+0.750S 0.0 k 12.677 k No Sliding OK Z-Z, +D+0.60W 0.4896 k 12.340 k 25.204 OK Z-Z, +D+0.750Lr+0.450W 0.3672 k 12.475 k 33.973 OK Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.1813 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.40D 0.1050 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.50Lr 0.1827 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.50Lr 0.06272 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.50S 0.4793 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.50S 0.2775 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+1.60Lr 0.2427 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+1.60Lr 0.002715 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+1.60Lr+0.50W 0.9565 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+1.60Lr+0.50W 0.7165 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+1.60S 1.192 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+1.60S 0.6899 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+1.60S+0.50W 2.033 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+1.60S+0.50W 1.276 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.50Lr+W 1.771 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.50Lr+W 1.329 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.50S+W 2.229 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.50S+W 1.383 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.70S 0.6088 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +1.20D+0.70S 0.3525 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +0.90D+W 1.995 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +0.90D+W 1.044 -Z Top 1.037 AsMin 1.071 210.788 OK X-X, +0.90D 0.1166 +Z Bottom 1.037 AsMin 1.071 210.788 OK X-X, +0.90D 0.06749 -Z Top 1.037 AsMin 1.071 210.788 OK Z-Z, +1.40D 0.07219 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.40D 0.07219 +X Bottom 1.037 AsMin 1.085 213.480 OK Page 58 of 84 General Footing LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:SITE CANOPY Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D+0.50Lr 0.1134 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.50Lr 0.1134 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.50S 0.1908 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.50S 0.1908 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+1.60Lr 0.2269 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+1.60Lr 0.2269 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+1.60Lr+0.50W 0.2269 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+1.60Lr+0.50W 0.2269 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+1.60S 0.4744 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+1.60S 0.4744 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+1.60S+0.50W 0.4744 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+1.60S+0.50W 0.4744 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.50Lr+W 0.1134 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.50Lr+W 0.1134 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.50S+W 0.1908 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.50S+W 0.1908 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.70S 0.2423 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +1.20D+0.70S 0.2423 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +0.90D+W 0.04641 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +0.90D+W 0.04641 +X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +0.90D 0.04641 -X Bottom 1.037 AsMin 1.085 213.480 OK Z-Z, +0.90D 0.04641 +X Bottom 1.037 AsMin 1.085 213.480 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50S 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+1.60S 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+1.60S+0.50W 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr+W 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50S+W 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.70S 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +0.90D+W 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +0.90D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 0.02 150.00 0.000125 OKpsipsi +1.20D+0.50Lr 0.03 150.00 0.000196 OKpsipsi +1.20D+0.50S 0.05 150.00 0.00033 OKpsipsi +1.20D+1.60Lr 0.06 150.00 0.000392 OKpsipsi +1.20D+1.60Lr+0.50W 0.06 150.00 0.000392 OKpsipsi +1.20D+1.60S 0.12 150.00 0.00082 OKpsipsi +1.20D+1.60S+0.50W 0.15 150.00 0.001011 OKpsipsi +1.20D+0.50Lr+W 0.06 150.00 0.00041 OKpsipsi +1.20D+0.50S+W 0.10 150.00 0.000685 OKpsipsi +1.20D+0.70S 0.06 150.00 0.000419 OKpsipsi +0.90D+W 0.08 150.00 0.000565 OKpsipsi +0.90D 0.01 150.00 8.e-05 OKpsipsi Page 59 of 84 General Footing LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:menu footing Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 3.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 3.50 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 3.50 ft Length parallel to Z-Z Axis = 2.750 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 42.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 9 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =11 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 88.0 % # Bars required on each side of zone 12.0 % Applied Loads 0.450 0.0 0.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k0.8640 M-xx = k-ft= 0.0 k-ft0.0 3.096 H = Page 60 of 84 General Footing LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:menu footing Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS 12.191 Sliding - Z-Z 0.5184 k 6.320 k +0.60D+0.60W DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8743 Soil Bearing 2.623 ksf 3.0 ksf +0.60D+0.60W about X-X axis PASS 1.199 Overturning - X-X 3.672 k-ft 4.401 k-ft +0.60D+0.60W PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.000581 Z Flexure (+X)0.1002 k-ft/ft 172.603 k-ft/ft +1.40D PASS 0.000581 Z Flexure (-X)0.1002 k-ft/ft 172.603 k-ft/ft +1.40D PASS 0.007931 X Flexure (+Z)1.316 k-ft/ft 165.962 k-ft/ft +0.90D+W PASS 0.003469 X Flexure (-Z)0.5757 k-ft/ft 165.962 k-ft/ft +1.20D+W PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z)0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 0.01203 psi 75.0 psi +1.40D Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 3.0 n/a0.5543 0.5543 n/a 0.1850.0n/a X-X, +D+0.60W 3.0 n/a0.0 1.470 n/a 0.4908.260n/a X-X, +D+0.450W 3.0 n/a0.0 1.177 n/a 0.3926.195n/a X-X, +0.60D+0.60W 3.0 n/a0.0 2.623 n/a 0.87413.767n/a X-X, +0.60D 3.0 n/a0.3326 0.3326 n/a 0.1110.0n/a Z-Z, D Only 3.0 0.5543n/a n/a 0.5543 0.185n/a0.0 Z-Z, +D+0.60W 3.0 0.5543n/a n/a 0.5543 0.185n/a0.0 Z-Z, +D+0.450W 3.0 0.5543n/a n/a 0.5543 0.185n/a0.0 Z-Z, +0.60D+0.60W 3.0 0.3326n/a n/a 0.3326 0.111n/a0.0 Z-Z, +0.60D 3.0 0.3326n/a n/a 0.3326 0.111n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+0.60W 3.672 k-ft 7.335 k-ft 1.998 OK X-X, +D+0.450W 2.754 k-ft 7.335 k-ft 2.663 OK X-X, +0.60D+0.60W 3.672 k-ft 4.401 k-ft 1.199 OK X-X, +0.60D None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+0.60W None 0.0 k-ft Infinity OK Z-Z, +D+0.450W None 0.0 k-ft Infinity OK Z-Z, +0.60D+0.60W None 0.0 k-ft Infinity OK Z-Z, +0.60D None 0.0 k-ft Infinity OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 5.811 k No Sliding OK X-X, +D+0.60W 0.0 k 5.811 k No Sliding OK X-X, +D+0.450W 0.0 k 5.811 k No Sliding OK X-X, +0.60D+0.60W 0.0 k 5.171 k No Sliding OK X-X, +0.60D 0.0 k 5.171 k No Sliding OK Z-Z, D Only 0.0 k 6.960 k No Sliding OK Z-Z, +D+0.60W 0.5184 k 6.960 k 13.426 OK Page 61 of 84 General Footing LIC# : KW-06018421, Build:20.23.2.14 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION:menu footing Project File: STARBUCKS REXBURG.ec6 Project Title: Engineer: Project ID: Project Descr: Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Z-Z, +D+0.450W 0.3888 k 6.960 k 17.901 OK Z-Z, +0.60D+0.60W 0.5184 k 6.320 k 12.191 OK Z-Z, +0.60D 0.0 k 6.320 k No Sliding OK Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.06188 +Z Bottom 0.9072 AsMin 0.9743 165.962 OK X-X, +1.40D 0.06188 -Z Bottom 0.9072 AsMin 0.9743 165.962 OK X-X, +1.20D 0.05304 +Z Bottom 0.9072 AsMin 0.9743 165.962 OK X-X, +1.20D 0.05304 -Z Bottom 0.9072 AsMin 0.9743 165.962 OK X-X, +1.20D+0.50W 0.4904 +Z Bottom 0.9072 AsMin 0.9743 165.962 OK X-X, +1.20D+0.50W 0.3838 -Z Top 0.9072 AsMin 0.9743 165.962 OK X-X, +1.20D+W 1.173 +Z Bottom 0.9072 AsMin 0.9743 165.962 OK X-X, +1.20D+W 0.5757 -Z Top 0.9072 AsMin 0.9743 165.962 OK X-X, +0.90D+W 1.316 +Z Bottom 0.9072 AsMin 0.9743 165.962 OK X-X, +0.90D+W 0.4318 -Z Top 0.9072 AsMin 0.9743 165.962 OK X-X, +0.90D 0.03978 +Z Bottom 0.9072 AsMin 0.9743 165.962 OK X-X, +0.90D 0.03978 -Z Bottom 0.9072 AsMin 0.9743 165.962 OK Z-Z, +1.40D 0.1002 -X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +1.40D 0.1002 +X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +1.20D 0.08591 -X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +1.20D 0.08591 +X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +1.20D+0.50W 0.08591 -X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +1.20D+0.50W 0.08591 +X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +1.20D+W 0.08591 -X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +1.20D+W 0.08591 +X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +0.90D+W 0.06443 -X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +0.90D+W 0.06443 +X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +0.90D 0.06443 -X Bottom 0.9072 AsMin 1.015 172.603 OK Z-Z, +0.90D 0.06443 +X Bottom 0.9072 AsMin 1.015 172.603 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50W 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +1.20D+W 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +0.90D+W 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK +0.90D 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 0.01 150.00 8.e-05 OKpsipsi +1.20D 0.01 150.00 8.e-05 OKpsipsi +1.20D+0.50W 0.01 150.00 8.e-05 OKpsipsi +1.20D+W 0.01 150.00 8.e-05 OKpsipsi +0.90D+W 0.01 150.00 8.e-05 OKpsipsi +0.90D 0.01 150.00 8.e-05 OKpsipsi Page 62 of 84 JOB NO.:U1477.009.221 PROJECT:Starbucks - Rexburg, ID Drilled Pier Design:OVERHEAD Design Loads: Design Methodology: ASD For ASD methodology, input ASD loads Required Foundation Capacity: 1% For LRFD methodology, input LRFD loads divided by fs = 0.75 Factor of Safety(leave blank for ASD): Max. Shear, V =0.1 k Max. Down, Pdown =0.4 k Max. Moment, M =1.2 k-ft Max. Uplift, Puplift (opt'l) =k Pier Properties: Pier Shape Round Pier Diameter, b: 2.0 ft Volume of Concrete: 11 ft3 Min. Pier Diameter, bmin (opt'l):ft Volume of Concrete: 0.4 yd3 Top of Pier Elevation: 0.00 ft Weight of Concrete: 1.6 k Pier Depth, d: 3.5 ft Min. Pier Depth, dmin (opt'l):ft Max. Pier Depth, dmax (opt'l):ft Soil Properties: Allow. Bearing Pressure: 2,000 psf Gross or Net? Net Factor of Safety: 1 Skin Friction: 0.0 psf 1/3 increase for short term loads? Yes Factor of Safety: 1 Top Length to Ignore: 0.0 ft Lateral Bearing, S: 150 pcf Factor of Safety: 1 No Max. Lateral Bearing (opt'l): 2250 psf Combine w/ Bearing: No Top Depth to Ignore: 0.0 ft 1/3 increase for short term loads? No 1/2" deflection at t/o pier allowed: No Check Bearing: Bearing Capacity: 8.4 k Bearing capacity OK. Check Uplift: Uplift Capacity: 1.0 k Uplift capacity OK. Check Lateral Bearing:Per IBC 1807.3.2 Lateral constraint at ground surface? No Applied Lateral Force, P: 140 lb Point of Application, h: 8.4 ft S1_max:2,250 psf S1:175 psf A = 2.34*P/(S1b):0.94 Required Pier Depth, dreqd:3.4 ft IBC Eqn. 18-1 Lateral bearing capacity OK. Design Loads: Optional Parameters for Uplift: Copyright © 2023 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. 1/3 increase for short term loads? Page 63 of 84 JOB NO.:U1477.009.221 PROJECT:Starbucks - Rexburg, ID Drilled Pier Design:PRE-MENU Design Loads: Design Methodology: ASD For ASD methodology, input ASD loads Required Foundation Capacity: 1% For LRFD methodology, input LRFD loads divided by fs = 0.75 Factor of Safety(leave blank for ASD): Max. Shear, V =0.3 k Max. Down, Pdown =0.2 k Max. Moment, M =1.0 k-ft Max. Uplift, Puplift (opt'l) =k Pier Properties: Pier Shape Round Pier Diameter, b: 2.5 ft Volume of Concrete: 17 ft3 Min. Pier Diameter, bmin (opt'l):ft Volume of Concrete: 0.6 yd3 Top of Pier Elevation: 0.00 ft Weight of Concrete: 2.6 k Pier Depth, d: 3.5 ft Min. Pier Depth, dmin (opt'l):ft Max. Pier Depth, dmax (opt'l):ft Soil Properties: Allow. Bearing Pressure: 2,000 psf Gross or Net? Net Factor of Safety: 1 Skin Friction: 0.0 psf 1/3 increase for short term loads? Yes Factor of Safety: 1 Top Length to Ignore: 0.0 ft Lateral Bearing, S: 150 pcf Factor of Safety: 1 No Max. Lateral Bearing (opt'l): 2250 psf Combine w/ Bearing: No Top Depth to Ignore: 0.0 ft 1/3 increase for short term loads? No 1/2" deflection at t/o pier allowed: No Check Bearing: Bearing Capacity: 13.1 k Bearing capacity OK. Check Uplift: Uplift Capacity: 1.5 k Uplift capacity OK. Check Lateral Bearing:Per IBC 1807.3.2 Lateral constraint at ground surface? No Applied Lateral Force, P: 288 lb Point of Application, h: 3.3 ft S1_max:2,250 psf S1:175 psf A = 2.34*P/(S1b):1.54 Required Pier Depth, dreqd:3.3 ft IBC Eqn. 18-1 Lateral bearing capacity OK. Copyright © 2023 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Design Loads: Optional Parameters for Uplift: 1/3 increase for short term loads? Page 64 of 84 JOB NO.:U1477.009.221 PROJECT:Starbucks - Rexburg, ID Drilled Pier Design:DIRECTION Design Loads: Design Methodology: ASD For ASD methodology, input ASD loads Required Foundation Capacity: 1% For LRFD methodology, input LRFD loads divided by fs = 0.75 Factor of Safety(leave blank for ASD): Max. Shear, V =0.2 k Max. Down, Pdown =0.2 k Max. Moment, M =0.4 k-ft Max. Uplift, Puplift (opt'l) =k Pier Properties: Pier Shape Round Pier Diameter, b: 1.5 ft Volume of Concrete: 6 ft3 Min. Pier Diameter, bmin (opt'l):ft Volume of Concrete: 0.2 yd3 Top of Pier Elevation: 0.00 ft Weight of Concrete: 0.9 k Pier Depth, d: 3.5 ft Min. Pier Depth, dmin (opt'l):ft Max. Pier Depth, dmax (opt'l):ft Soil Properties: Allow. Bearing Pressure: 2,000 psf Gross or Net? Net Factor of Safety: 1 Skin Friction: 0.0 psf 1/3 increase for short term loads? Yes Factor of Safety: 1 Top Length to Ignore: 0.0 ft Lateral Bearing, S: 150 pcf Factor of Safety: 1 No Max. Lateral Bearing (opt'l): 2250 psf Combine w/ Bearing: No Top Depth to Ignore: 0.0 ft 1/3 increase for short term loads? No 1/2" deflection at t/o pier allowed: No Check Bearing: Bearing Capacity: 4.7 k Bearing capacity OK. Check Uplift: Uplift Capacity: 0.6 k Uplift capacity OK. Check Lateral Bearing:Per IBC 1807.3.2 Lateral constraint at ground surface? No Applied Lateral Force, P: 200 lb Point of Application, h: 1.9 ft S1_max:2,250 psf S1:175 psf A = 2.34*P/(S1b):1.78 Required Pier Depth, dreqd:3.0 ft IBC Eqn. 18-1 Lateral bearing capacity OK. Copyright © 2023 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Design Loads: Optional Parameters for Uplift: 1/3 increase for short term loads? Page 65 of 84 JOB NO.:U1477.009.221 PROJECT:Starbucks - Rexburg, ID Drilled Pier Design:BOLLARD Design Loads: Design Methodology: ASD For ASD methodology, input ASD loads Required Foundation Capacity: 1% For LRFD methodology, input LRFD loads divided by fs = 0.75 Factor of Safety(leave blank for ASD): Max. Shear, V =0.2 k Max. Down, Pdown =0.1 k Max. Moment, M =0.5 k-ft Max. Uplift, Puplift (opt'l) =k Pier Properties: Pier Shape Round Pier Diameter, b: 1.0 ft Volume of Concrete: 2 ft3 Min. Pier Diameter, bmin (opt'l):ft Volume of Concrete: 0.1 yd3 Top of Pier Elevation: 0.00 ft Weight of Concrete: 0.3 k Pier Depth, d: 2.8 ft Min. Pier Depth, dmin (opt'l):ft Max. Pier Depth, dmax (opt'l):ft Soil Properties: Allow. Bearing Pressure: 2,000 psf Gross or Net? Net Factor of Safety: 1 Skin Friction: 0.0 psf 1/3 increase for short term loads? Yes Factor of Safety: 1 Top Length to Ignore: 0.0 ft Lateral Bearing, S: 150 pcf Factor of Safety: 1 No Max. Lateral Bearing (opt'l): 2250 psf Combine w/ Bearing: No Top Depth to Ignore: 0.0 ft 1/3 increase for short term loads? No 1/2" deflection at t/o pier allowed: No Check Bearing: Bearing Capacity: 2.1 k Bearing capacity OK. Check Uplift: Uplift Capacity: 0.2 k Uplift capacity OK. Check Lateral Bearing:Per IBC 1807.3.2 Lateral constraint at ground surface? Yes Applied Lateral Force, P: 200 lb Point of Application, h: 2.5 ft S1_max:2,250 psf S1:138 psf A = 2.34*P/(S1b):3.40 Required Pier Depth, dreqd:2.3 ft IBC Eqn. 18-2 Lateral bearing capacity OK. Copyright © 2023 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. Design Loads: Optional Parameters for Uplift: 1/3 increase for short term loads? Page 66 of 84 Company:Date:3/14/2023 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 30.000 Anchor category: - Anchor ductility: Yes hmin (inch): 31.50 Cmin (inch): 4.50 Smin (inch): 4.50 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 42.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.4 Reinforcement condition: A tension, A shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 8.00 x 0.25 Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4"Ø Heavy Hex Bolt, F1554 Gr. 36 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 67 of 84 Company:Date:3/14/2023 Engineer:Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -450 Vuax [lb]: 138 Vuay [lb]: 0 Mux [ft-lb]: 675 Muy [ft-lb]: 966 Muz [ft-lb]: 225 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 68 of 84 Company:Date:3/14/2023 Engineer:Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 69 of 84 Company:Date:3/14/2023 Engineer:Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 565.41 169.5 216.7-135.0 0.02 169.5 216.7135.0 1432.33 -100.5 168.3-135.0 177.74 -100.5 168.3135.0 138.0 0.0Sum 2175.4 770.0 Maximum concrete compression strain (‰): 0.09 Maximum concrete compression stress (psi): 390 Resultant tension force (lb): 2175 Resultant compression force (lb): 2626 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.37 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 1.26 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)Nsa (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kc a f’chef1.5 (Eq. 17.4.2.2a) kc a f’c (psi)hef (in)Nb (lb) 24.0 1.00 2500 4.333 10825 Ncbg =(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)Ncbg (lb) 299.00 169.00 6.50 0.793 1.000 1.25 1.000 10825 0.75 14238 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) Npn =c,PNp =c,P8Abrgf’c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) c,P Abrg (in2)f’c (psi)Npn (lb) 1.4 0.91 2500 0.70 17856 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 70 of 84 Company:Date:3/14/2023 Engineer:Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 7. Side-Face Blowout Strength of Anchor in Tension (Sec. 17.4.4) Nsbg =(1+ca2/ca1)/4}(1+s/6ca1)Nsb =(1+ca2/ca1)/4}(1+s/6ca1)(160ca1 Abrg)f’c (Sec. 17.3.1, Eq. 17.4.4.1 & 17.4.4.2) s (in)ca1 (in)ca2 (in)Abrg (in2)a f’c (psi)Nsbg (lb) 5.00 6.50 6.50 0.91 1.00 2500 0.75 20998 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)grout grout Vsa (lb) 11625 1.0 0.65 7556 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in y-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 6.00 0.750 1.00 2500 11.50 17549 Vcbgy =(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgy (lb) 310.50 595.13 1.000 0.813 1.400 1.000 17549 0.75 7817 Shear perpendicular to edge in x-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 2500 11.50 17549 Vcbgx =(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgx (lb) 310.50 595.13 1.000 0.813 1.400 1.000 17549 0.75 7817 Shear parallel to edge in x-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 6.00 0.750 1.00 2500 6.50 7457 Vcbgx =(2)(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgx (lb) 175.50 190.13 1.000 1.000 1.400 1.000 7457 0.75 14456 Shear parallel to edge in y-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 2500 6.50 7457 Vcbgy =(2)(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgy (lb) 175.50 190.13 1.000 1.000 1.400 1.000 7457 0.75 14456 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) Vcp =kcpNcb =kcp(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1a) kcp ANc (in2)ANco (in2)ed,N c,N cp,N Nb (lb)Vcp (lb) 2.0 81.00 529.00 0.870 1.250 1.000 25474 0.70 5936 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 71 of 84 Company:Date:3/14/2023 Engineer:Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 1432 14528 0.10 Pass Concrete breakout 2175 14238 0.15 Pass (Governs) Pullout 1432 17856 0.08 Pass Side-face blowout 1998 20998 0.10 Pass Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 217 7556 0.03 Pass T Concrete breakout y+ 270 7817 0.03 Pass T Concrete breakout x+ 339 7817 0.04 Pass || Concrete breakout x+ 270 14456 0.02 Pass || Concrete breakout y- 339 14456 0.02 Pass Concrete breakout, combined - - 0.06 Pass (Governs) Pryout 217 5936 0.04 Pass Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.6..1 0.15 0.00 15.3% 1.0 Pass 3/4"Ø Heavy Hex Bolt, F1554 Gr. 36 with hef = 30.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 72 of 84 Company:Date:3/14/2023 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.500 Effective Embedment depth, hef (inch): 18.500 Anchor category: - Anchor ductility: Yes hmin (inch): 19.75 Cmin (inch): 3.00 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 30.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.4 Reinforcement condition: A tension, A shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 8.00 x 0.25 Recommended Anchor Anchor Name: Heavy Hex Bolt - 1/2"Ø Heavy Hex Bolt, F1554 Gr. 36 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 73 of 84 Company:Date:3/14/2023 Engineer:Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -450 Vuax [lb]: 864 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 3096 Muz [ft-lb]: 1555 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 74 of 84 Company:Date:3/14/2023 Engineer:Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 75 of 84 Company:Date:3/14/2023 Engineer:Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 3269.61 1382.2 1808.5-1166.2 134.22 1382.2 1808.51166.2 3269.63 -950.2 1504.3-1166.2 134.24 -950.2 1504.31166.2 864.0 0.0Sum 6807.5 6625.6 Maximum concrete compression strain (‰): 0.23 Maximum concrete compression stress (psi): 992 Resultant tension force (lb): 6808 Resultant compression force (lb): 7258 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 1.84 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)Nsa (lb) 8235 0.75 6176 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb =16 a f’chef5/3 (Eq. 17.4.2.2b) a f’c (psi)hef (in)Nb (lb) 1.00 2500 4.333 9214 Ncbg =(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)Ncbg (lb) 289.00 169.00 6.50 0.779 1.000 1.25 1.000 9214 0.75 11510 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) Npn =c,PNp =c,P8Abrgf’c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) c,P Abrg (in2)f’c (psi)Npn (lb) 1.4 0.47 2500 0.70 9153 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 76 of 84 Company:Date:3/14/2023 Engineer:Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 7. Side-Face Blowout Strength of Anchor in Tension (Sec. 17.4.4) Nsbg =(1+ca2/ca1)/4}(1+s/6ca1)Nsb =(1+ca2/ca1)/4}(1+s/6ca1)(160ca1 Abrg)f’c (Sec. 17.3.1, Eq. 17.4.4.1 & 17.4.4.2) s (in)ca1 (in)ca2 (in)Abrg (in2)a f’c (psi)Nsbg (lb) 4.00 6.50 6.50 0.47 1.00 2500 0.75 14693 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)grout grout Vsa (lb) 4940 1.0 0.65 3211 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 4.00 0.500 1.00 2500 10.50 12763 Vcbgx =(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgx (lb) 267.75 496.13 1.000 0.824 1.400 1.000 12763 0.75 5958 Shear perpendicular to edge in y-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 4.00 0.500 1.00 2500 10.50 12763 Vcbgy =(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgy (lb) 267.75 496.13 1.000 0.824 1.400 1.000 12763 0.75 5958 Shear parallel to edge in y-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 4.00 0.500 1.00 2500 6.50 6216 Vcbgy =(2)(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgy (lb) 165.75 190.13 1.000 1.000 1.400 1.000 6216 0.75 11381 Shear parallel to edge in x-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 4.00 0.500 1.00 2500 6.50 6216 Vcbgx =(2)(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgx (lb) 165.75 190.13 1.000 1.000 1.400 1.000 6216 0.75 11381 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) Vcp =kcpNcb =kcp(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1a) kcp ANc (in2)ANco (in2)ed,N c,N cp,N Nb (lb)Vcp (lb) 2.0 72.25 441.00 0.886 1.250 1.000 20492 0.70 5204 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 77 of 84 Company:Date:3/14/2023 Engineer:Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 11. Results Interaction of Tensile and Shear Forces (Sec. R17.6) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 3270 6176 0.53 Pass Concrete breakout 6808 11510 0.59 Pass (Governs) Pullout 3270 9153 0.36 Pass Side-face blowout 6539 14693 0.45 Pass Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 1808 3211 0.56 Pass T Concrete breakout x+ 2764 5958 0.46 Pass T Concrete breakout y- 2332 5958 0.39 Pass || Concrete breakout y- 2764 11381 0.24 Pass || Concrete breakout x- 2332 11381 0.20 Pass Concrete breakout, combined - - 0.61 Pass (Governs) Pryout 1808 5204 0.35 Pass Interaction check (Nua/ɸNua)5/3 (Vua/ɸVua)5/3 Combined Ratio Permissible Status Sec. R17.6 0.42 0.44 85.2% 1.0 Pass 1/2"Ø Heavy Hex Bolt, F1554 Gr. 36 with hef = 18.500 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 78 of 84 Company:Date:3/24/2023 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.500 Effective Embedment depth, hef (inch): 20.000 Anchor category: - Anchor ductility: Yes hmin (inch): 21.25 Cmin (inch): 3.00 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 48.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 20.00 x 8.00 x 0.25 Recommended Anchor Anchor Name: Heavy Hex Bolt - 1/2"Ø Heavy Hex Bolt, F1554 Gr. 36 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 79 of 84 Company:Date:3/24/2023 Engineer:Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -2760 Vuax [lb]: 816 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 12440 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 80 of 84 Company:Date:3/24/2023 Engineer:Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 81 of 84 Company:Date:3/24/2023 Engineer:Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 0.01 205.5 205.65.6 0.02 202.5 202.65.6 3601.53 202.5 202.6-5.6 3667.84 205.5 205.6-5.6 816.0 0.0Sum 7269.3 816.3 Maximum concrete compression strain (‰): 0.16 Maximum concrete compression stress (psi): 696 Resultant tension force (lb): 7269 Resultant compression force (lb): 10029 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.02 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)Nsa (lb) 8235 0.75 6176 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb =16 a f’chef5/3 (Eq. 17.4.2.2b) a f’c (psi)hef (in)Nb (lb) 1.00 2500 13.667 62497 Ncbg =(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)Ncbg (lb) 684.00 1681.00 3.50 0.999 0.751 1.00 1.000 62497 0.70 13359 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) Npn =c,PNp =c,P8Abrgf’c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) c,P Abrg (in2)f’c (psi)Npn (lb) 1.0 0.47 2500 0.70 6538 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 82 of 84 Company:Date:3/24/2023 Engineer:Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 7. Side-Face Blowout Strength of Anchor in Tension (Sec. 17.4.4) Nsbg =(1+ca2/ca1)/4}(1+s/6ca1)Nsb =(1+ca2/ca1)/4}(1+s/6ca1)(160ca1 Abrg)f’c (Sec. 17.3.1, Eq. 17.4.4.1 & 17.4.4.2) s (in)ca1 (in)ca2 (in)Abrg (in2)a f’c (psi)Nsbg (lb) 4.50 3.50 3.50 0.47 1.00 2500 0.70 8132 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)grout grout Vsa (lb) 4940 1.0 0.65 3211 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 4.00 0.500 1.00 2500 3.50 2456 Vcbgx =(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgx (lb) 69.56 55.13 0.997 0.900 1.000 1.000 2456 0.70 1947 Shear perpendicular to edge in y-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 4.00 0.500 1.00 2500 3.50 2456 Vcbgy =(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgy (lb) 45.94 55.13 1.000 0.900 1.000 1.000 2456 0.70 1290 Shear parallel to edge in x-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 4.00 0.500 1.00 2500 3.50 2456 Vcbgx =(2)(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgx (lb) 69.56 55.13 1.000 1.000 1.000 1.000 2456 0.70 4339 Shear parallel to edge in y-direction: Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb) 4.00 0.500 1.00 2500 3.50 2456 Vcbgy =(2)(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgy (lb) 91.88 55.13 1.000 1.000 1.000 1.000 2456 0.70 5731 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) Vcp =kcpNcb =kcp(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1a) kcp ANc (in2)ANco (in2)ed,N c,N cp,N Nb (lb)Vcp (lb) 2.0 69.00 1681.00 0.751 1.000 1.000 62497 0.70 2698 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 83 of 84 Company:Date:3/24/2023 Engineer:Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 11. Results Interaction of Tensile and Shear Forces (Sec. R17.6) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 3668 6176 0.59 Pass Concrete breakout 7269 13359 0.54 Pass Pullout 3668 6538 0.56 Pass Side-face blowout 7269 8132 0.89 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 206 3211 0.06 Pass T Concrete breakout x+ 408 1947 0.21 Pass T Concrete breakout y- 6 1290 0.00 Pass || Concrete breakout x+ 11 4339 0.00 Pass || Concrete breakout y- 411 5731 0.07 Pass Concrete breakout, combined - - 0.21 Pass (Governs) Pryout 206 2698 0.08 Pass Interaction check (Nua/ɸNua)5/3 (Vua/ɸVua)5/3 Combined Ratio Permissible Status Sec. R17.6 0.83 0.07 90.3% 1.0 Pass 1/2"Ø Heavy Hex Bolt, F1554 Gr. 36 with hef = 20.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 84 of 84