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Specifications OFFICE COPY euP2O2 -DdU(c7 ikit\ii.......-7_. a, 1-` 4 IA tiiim � .� ` l -'Lli'- 1 -.‘e —diggilligilir ,ii lullr: Structural Calculations , ocTURA 't•ik PR°FF`gr, TTSD SECURE VESTIBULES Alberta Rider Elementary School 14850 SW 132'd Avenue a Tigard,OP 97224 F4476' 11 . ,�s RECEIVED �"R B. EXP.12/31/2021 MAR 6 2020 Version 1.0/February 21,2020 Job#19313.10 CITY BU ING UIVtSllON Holmes Structures 1 The calculations provided herein are for the sole use of the Authority Having Jurisdiction and are provided for the purpose of obtaining a permit for the structural design outlined on the Holmes Structures drawings dated 02/21/2020 for the TTSD Secure Vestibules project at Alberta Rider Elementary School. These calculations are not intended for use by other parties,and may not contain sufficient information for the purposes of other parties or other uses. Project: 19313.10 2 3 Project: TTSD-ALBERTA RIDER Project No: 19313.10 Holmes By: LSP Date: 2/18/2020 Revision: Page: Ll1 C Hazards by Location Search Information Address: 14850 SW 132nd Ave,Tigard,OR 97224 Vancouver baldi ta3 558 ft ` Coordinates: 45.4119179,-122.8112453 rtland io,k Hiil5bpr0o Be ton pon o Gresham Elevation: 558 ft a rTE t Timestamp: 2020-01-08T20:50:53.860Z Nntic Hazard Type: Seismic Q Reference ASCE7-16 0 ,... @ Map data©2020 Google Document: Risk Category: IV Site Class: D-default Basic Parameters Name Value Description Ss 0.845 MCER ground motion(period=0.2s) Si 0.394 MCER ground motion(period=1.0s) SMs 1.014 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.676 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 4 Project: TTSD-ALBERTA RIDER - Project No: 19313.10 Holmes By: LSP Date: 2/18/2020 Revision: Page: Q 9 Q I 1 \ 1 j 1 I 1 \ 1 I 1 11 \ 1 , I� I I 1 2yr-y„ i 125'-1" ink \t o \ :'1 1 _�`_ , i it i1'�I`I 1 I,1 11 �' 11 ..:1I ipl i 0 r A‘i..magialla\VI 0 1' o ___� 55'-8" LENGTH OF (E) CMU WALL i t - \ MAX NEW OPENING = 55.67' x 0.10 = 5.5' .1 lnIVk -,wirwww"wr'1 ;_ 10'-B ; �1� •SL, FORT9LNOE7 8 IN GALL / l ' 1 i..io_ti' 1I\� 1 Aa rIQMT ERT 1 11 Q• i_ 1 : l ?%�"------i• - T' .tea" 1!1 � '1 %Ii 1 1-i f- • F 1ir� i1' '1 I- 1 1 `11`'11 .a ' 69'-4" LENGTH OF (E) CMU WALL �� 1,111 --- 1I1 MAX NEW OPENING x0.10 = 6.9 { ; rn --.-.- tAP.• .-i 1 FK+ 1 •1 ' P020 1 ±' nr V1 , — 11.1...--e..z % �I ‘t y�,�r/. 1 1 j �`' Q1•o- TA ��� Q L 1 r \\\ 41�1 1 I1 14111ANIST ,11 ,1" '���- I III. r Vall 1 i 1 fur. ' �,`---- \''; on �' ' 1 I 1 11 1 I 1 , I I 0< riM 5 Project: 77 1 - A-ciSE '". Project No: / q 3/3 Holmes By: LS� Date: i`/ `' Revision: Page: C").: T,e,r // /' / r` / /j /4 \ • \ ,; // 41., .: C 507.) /O Cy} 6 4^,p ,t 7 :y4 Gr6 '' ljEls/rt a- fl ✓v--oC^ OPC-1'n-ate �..�iro•�-G j. O. y• • w Toe 3l C Osf - ( 2- a-6:7 421-1c 6 Project: tr EGT� Project No: /q 3' 3 Holmes 4-5-re" By: Date: f/20 2 9 Revision: Page: +C'' vG f�vl r'�rJ ,Ill's oP o 7.ti. T3Tff = /2 t Z S ems. • 6 - s-p P�� I�✓gZL /77 Sr 3 Z .f- C/Vv a L Q!F/G !S 'S6 " L•-r O E aJ /n 12�� N�vK GEC �✓' w roc_ 9 popos - t S Gil->t-zc- ogf2' eil rs ��G4 ..� 7—n 7-4-Aca' 0 c o/t-x)S S'er°- 4-Tf/ H&' O �r✓�/ZC4 L G. /ZE�s�oi*1► 9,~;44-74-7 D.✓r ram) C/!i.r/ L ��rL �✓ i✓" G 77? O 0-- . Project Title: TTSD SECURE VESTIBULES 7 Engineer: LSP Project ID: 19313.10 Holmes Project Descr: Printed:18 FEB 2020, 9:12AM Masonry Slender Wall EN'ER �� 1�1;31 Lie.f<:KW-06000326 HOLMES STRUCTURES DESCRIPTION: North CMU wall opening check Code References Calculations per TMS 402-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Calculations per TMS 402-16,IBC 2018,CBC 2019,ASCE 7-16 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0.0 Fr-Rupture = 61.0 psi Reber"d"distance 3.8125 in Em=fm' = 900.0 Lower Level Rebar... Minimum Vertical Steel% = 0.0020 Max%of P bal. = 0.007176 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Medium Weight Wall Weight = 78.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 12.0 ft B Parapet height = ft B Wall Support Condition Top&Bottom Pinned Root Attachment A Floor Attachment i Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live II:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in Mt Concentric Load 0.090 0.0250 Mt Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SOS Value per ASCE 12.11.1 S DS`I = 1.014 Fp=Wall Wt.* 0.4056 = 31.637 psi (Appiied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.070 k/fl "' ;:;>It Project Title: TTSD SECURE VESTIBULES 8 Engineer: LSP Project ID: 19313.10 Holmes Project Descr: - Printed:18 FEB 2020, 9:12AM Masonry Slender Wall File=C:lUsersILEANDR-1.PIMID000ME-11ENERCA-21TTSD.ecB. Software copyright ENERCALC,INC.1983-2020,8u1d:12.20.1.31 . Lic.k:KW-0600032.6 HOLMES STRUCTURES DESCRIPTION: North CMU wall opening check DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5290 +0.90D+E Max Mu 0.9509 k-ft Phi*Mn 1.798 k-ft PASS Service Deflection Check Actual Defl.Ratio U 193 Allowable Defl.Ratio 150.0 E Only Max.Deflection 0.7465 in PASS Axial Load Check Max Pu/Ag 6.166 psi Max.Allow.Defl. 0.960 in +120D+0.20S+E Location 7.40 ft 0.2'fm 300.0 psi PASS Reinforcing Limit Check Actual Aslbd 0.002541 Max Allow Aslbd 0.007588 Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.4354 k Base Horizontal E Only 0.2429 k Vertical Reaction E Only 0.0 k Design Maximum Combinations-Moments Results reported for"Strip Width".12 In. Axial Load Moment Values 0.6` Load Combination Pu 0.2`fm*b1 Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in"2 +1.200+020S+E at 7.20 to 7.60 0.562 27.360 0.59 0.96 0.90 1.84 0.116 0.0025 0.0073 +0.900+E at 7.20 to 7.60 0.418 27.360 0.59 0.95 0.90 1.80 0.116 0.0025 0.0073 Design Maximum Combinations-Deflections Results reported for"Strip Width"-12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mantua) I gross I cracked I effective Deflection Defl.Ratio k k-ft k-it in"4 in"4 in"4 in E Only at 6.00 to 6.40 0.000 0.59 0.90 443.30 23.68 23.683 0.747 192.9 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical 1- Wall Base E Only 0.2 k 0.44 k 0.000 k I 9 Project: T i-5 D - 4"6 oe ^ Holmes Project No: i 9 31 3 ' !,o By. ,G�SP Date: f �� Revision: Page: J /l oe9G G/ t/'J r Ara Nj5-4:-.7• I I30E-� 1 4c, C4'AZ g_ • r J ,� ,�- r (3r� .--- cJi yo /?t/ S-4'..vs-- = !Oro ( vF b 5,SF `/--�a6') _ s)�S - 7.- /401-rG /YZ onZE-r7 O . /0 9"5-e7064-FT • • a (lb/142, -= .:1- `?- 1-e--- r- (/SE" ffSS 6r- 'i �G/t� // 10 Project 7 7YO Project No: / q 37 3. /47 Holmes Aso By: Date: 2 I LP 447 Revision: Page: GOUv"rt,✓ 6r� .0 • 3 e,O O O LG /!24?-4G /1�E� /l ate✓ /9 i �lJ/® . P7_ 6 " . /9.? � _ �32 a== 15r /lii�Rv� /I,� �gy✓ Apr . C- 'e /_t_ - sir,- / /`1?1.4 7 G 6o 0 - /S 2 .2 K h • ez5 E s 5- //le. lrlra r 4nfCGfoK S To Cen- (/�sc C�,'f'/r2 0 Ti Tom✓ /-7' ,' y.; ? .. Simpson Strong-Tie'Anchoring,Fastening and Restoration Systems for Concrete and Masonry SIMPSON 11 Titen HD® Design Information - Masonry Strong-Tie Titen HD Allowable Tension and Shear Loads in 8" Lightweight, Medium-Weight and IBC W ..W Normal-Weight Grout-Filled CMU 4'm,imum Critical edge distance Min Critical Critical Critical Values for 8"Lightweight.Medium-Weight edge distance (see bad table) Instalesen . Drill or Normal-Weight Grout-Filled CMU _- In this area Size Bit Embed. Edge End Spacing _ _ _ - for reduced in. Depth Dist Dist Dist. Tension Load Shear Load ����. allowable �� �.. Iwd capacity lbmate Allowable Ultimate i Allowable l \\\ II���Ii►� {,.; 4. lb.(kN) lb.(kN) 1 lb.(kN) J'i1��������I1��p��il l�� Anchor Installed in the Face of the CMU Wall(See Figure 4) �h f a minimum t� �I I�'`�► end distance % II 23/4 12 12 6 2,390 480 4,340 870 <I', i� e f critical end (9.5) (70) (305) (305) (152) (10.6) (2.1) (19.3) (3.9) / %�� (seelead table) 7 34 3aFz 12 12 8 3,440 690 6,920 1,385 �� - Noinstalalion G (12.7) ® (89) (305) (305) (203) (15.3) (3.1) (30.8) (6.2) ��H�. II�/� ___ �adiont of i % 4 fz 12 12 10 5,300 1,060 10,420 2,085 /Il i\//�4 X (15.9) (114) (305) (305) (254) (23.6) (4.7) (46.4) (9.3) Installations in thtsarea for full allowable load capacity V4 5�h 12 12 12 7,990 1,600 15,000 3,000 (19.1) ® (140) (305) (305) (305) (35.5) (7.1) (66.7) (13.3) Figure 4.Shaded Area=Placement (Q 1.The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRC. for Full and Reduced Allowable Load O 2.Values for 8"-wide,lightweight,medium-weight and normal-weight concrete masonry units. Capacity in Grout-Filled CMU '7: 3.The masonry units must be tiny grouted. ate, 4.The minimum specified compressive strength of masonry,f'm,at 28 days is 1,500 psi. C.R 5.Embedment depth is measured from the outside face of the concrete masonry unit. ( 6.Nlowabie loads may be increased 331%for short-term loading due to wind or seismic forces where permitted by code. 7.Grout-filled CMU wall design must satisfy applicable design standards and be capable of withstanding applied loads. 8.Refer to allowable load-adjustment factors for spacing and edge distance on p.123. Titen HD Allowable Tension and Shear Loads in 8" Lightweight, Medium-Weight and IBC * 41 Normal-Weight Hollow CMU 1i ' ,.. ,.. 8"Hollow CMU Loads Based Drill Embed. j Min. Min. an CMU Strength =r- -- , (min) I Di.i' 1 .' i Dist Dist 1 Tension Load in. � Shear Load 4 I. �� Z f in. (min) (mM) Ow) ' Ultimate I Allowable 1 Ultimate ', Allowable 1 '7' a _. ? lb.(kN) i ib.(kN) i lb.(kN) Anchor Installed in Face Shell(See Figure 5) F 1111 a 1% 4 4% 720 145 1% ,240 250 41 /'r za (9.5) (45) (102) (117) (3.2) (0.6) (5.5) (1.1) Q r 1/ 1% 4 4% 760 150 1,240 250 (12.7) (45) (102) (117) (3.4) (0.7) (5.5) (1.1) a % s 13/4 4 4% 800 160 1,240 250 m (15.9) (45) (102) (117) (3.6) (0.7) (5.5) (1.1) 0 3/4 1% 4 4% 880 175 1,240 250 (19.1) �" (45) (102) (117) (3.9) (0.8) (5.5) (1.1) Figure 5 00 5 0, 1.The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRC. a U 2.Values for 8"-wide,lightweight,medium-weight and normal-weight concrete masonry units. 3.The minimum specified compressive strength of masonry,f,,,,at 28 days is 1,500 psi. 4.Embedment depth is measured from the outside face of the concrete masonry unit and is based on the anchor being embedded an additional 1,V-through 1 t/e-thick face shell. 5.Nlowable loads may not be increased for short-term loading due to wind or seismic forces.CMU wall design must satisfy applicable design standards and be capable of withstanding applied loads. 6.Do riot use impact wrenches to install in hollow CMU. 7.Set drill to rotation-only mode when drilling into hollow CMU. See p.13 for an explanation of the load table icons. 120